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R2008-159 2009-01-05RESOLUTION NO. R2008-159 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AWARDING A BID FOR THE CONSTRUCTION OF TRAFFIC SIGNALS AT THE INTERSECTION OF SOUTHFORK DRIVE AND COUNTY ROADS 90 AND 94. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That the City opened bids for the construction of traffic signals, and such bids have been reviewed and tabulated. Section 2. That the City Council hereby awards the bid to Florida Traffic Control Devices in the amount of $579,692.58. Section 3. The City Manager or his designee is hereby authorized to execute a contract for the construction of traffic signals at the intersection of Southfork Drive with County Roads 90 and 94. PASSED, APPROVED and ADOPTED this the 5th day of January, A.D., 2009. ,. ~~ T M REID MAYOR ATTEST: o QE,ARL~y ~-: ---; NG I G, M .v~... S RETAR .. , APPROVED AS TO FORM: ~~ rc ~- DARRIN M. COKER CITY ATTORNEY / I Project Manual for: TRAFFIC SIGNAL INSTALLATION Southfork Dr. at CR 90 & CR 94 r ..,' ,k' 1 1 rtii 7 a'of �rt�iplo, p p �x,*� ,—... — E A . . L . , , , . . , . . ,„ . , f' S r ii S -1 :*;' ti:I> i 0 HARISH NARAYANAPPA s �9 8041 �? Project No.: T70041 �Q.•, c. . toc°s.neiolvALEv - Bid No.: 0908-39 •- r 'A k 0( 0 t 1°1[ October 29, 2008 Prepared By: TEDSI Infrastructure Group / Project Manual for: TRAFFIC SIGNAL INSTALLATION Southfork Dr. at CR 90 & CR 94 COP Project No.: T70041 Bid No.: 0908-39 October 29, 2008 Prepared By: TEDSI Infrastructure Group CITY OF PEARLAND ADDENDUM NO. 2 FACSIMTT.F.[E-MAIL NOTIFICATION This transmission notifies prospective bidders that an addendum has been issued on the project named below If you received this fax/e-mail in error, or if you are a prospective bidder but did not receive all pages or found pages illegible, immediately call the'office of TEDSI Infrastructure Group, Inc If the transmission is received in order, please confirm receipt by return facsimile/e-mail. If no reply is received within one (1) day, it will be presumed that the fax/e-mail was received. TEDSI Telephone: 713-975-8337 TEDSI Fax. 713-975-7194 Obtain additional copies of the Addendum from. TEDSI Infrastructure Group Inc., 10260 Westheimer Road, Suite 460,Houston,TX 77042. ADDENDUM NO. 2 Date of Addendum: November 17, 2008 PROJECT NAME. TRAFFIC SIGNAL INSTALLATION SOUTHFORK DR.AT CR 90 AND CR 94 CITY OF PEARLAND,TEXAS PROJECT NO T70041 BID NO 0908-39 BID OPENING DATE. Thursday,November 20,2008 at 2:00 PM FROM. TEDSI Infrastructure Group 10260 Westheimer, Suite 460 Houston,Texas 77042 Tel. 713-975-8337,Fax. 713-975-7194 To Prospective Bidders This Addendum forms a part of the Bidding Documents and will be incorporated into Contract Documents, as applicable. Insofar as the Original Project Manual and Drawings are inconsistent, this Addendum governs Acknowledge receipt of the Addendum by inserting its number into the "BID PROPOSAL." FAILURE TO DO SO MAY SUBJECT BIDDER TO DISQUALIFICATION. ADDENDUM NO 2 Page 1 of 6 CITY OF PEARLAND ADDENDUM NO. 2 REVISIONS NOTIFICATION This Addendum provides clarifications or changes to the contract documents. Remove and replace or add pages, or Drawing sheets, as directed in the change instructions below. Revised sheets that go into the Project Manual include the Addendum number and the revision date. Items that are revised or newly added on the reissued sheets are bolded and italicized. Reissued Drawing sheets are marked with the Addendum number and changes in the drawing are noted by a revision mark and enclosed in a revision cloud. Items that are no longer applicable are struck out, and newly added items are italicized. GENERAL Item No. 1 Questions/Responses from the pre-bid meeting held on November 6, 2008 and subsequent e-mails received by the Design Engineer are attached. CHANGES TO PROJECT MANUAL Item No 2. Section 00010,Table of Contents The Table of Contents has been revised. Remove existing Table of Contents and replace with the attached. Item No 3 Section 00300,Bid Proposal. Remove and replace with attached BID FORM. Items that are revised on the bid form are bolded and italicized. Item No. 4 Section 03300, Cast-in-Place Concrete. Section 03300 is no longer applicable. Remove Section 03300 in its entirety Item No 5 Governing,Specifications and Special Provisions for Traffic Signal Construction. Remove existing and replace with the attached. Item No. 6 TxDOT Standard Specification Item 531, "Sidewalks " Insert attached Standard Specification Item 531, "Sidewalks" as modified for City for Pearland into the Project Manual. ADDENDUM NO 2 Page 2 of 6 CITY OF PEARLAND ADDENDUM NO. 2 CHANGES TO DRAWINGS Item No. 7 Sheet 6 of 75,Basis of Estimate. Remove existing sheet and replace with the attached sheet 6 of 75 Item No. 8. Sheet 7 of 75,Basis of Estimate. Remove existing sheet and replace with the attached sheet 7 of 75 Item No. 9 Sheet 8 of 75,Notes for Traffic Signal Layouts. Remove existing sheet and replace with the'attached sheet 8 of 75 Item No. 10 Sheet 14 of 75, Sidewalk and Ramp Details. Remove existing sheet and replace with the attached sheet 14 of 75 Item No. 11 Sheet 16 of 75, Traffic Signal Layout. Remove existing sheet and replace with the attached sheet 16 of 75 Item No 12. Sheet 19 of 75, Signing and Pavement Marking Layout. Remove existing sheet and replace with the attached sheet 19 of 75 END OF ADDENDUM NO.2 o,-�,•c�of�' N *.. .s Afr /1 :* e f•HARISH NARAYANAPPA I . 82041 $ Date: 11—I0 © $ I` -•4.1.-".."`. J Harish Narayanappa,P.E.,PTOE Manager—Traffic Engineering TEDSI Infrastructure Group ADDENDUM NO 2 Page 3 of 6 CITY OF PEARLAND ADDENDUM NO. 2 Questions/Responses from Pre-Bid Meeting and subsequent Emails General Question 1: Is the City of Pearland furnishing any materials? Response: No All materials will be furnished and installed by the Contractor Question 2: Is builder's insurance risk required? Response: No The City of Pearland does not require builder's risk on roadway construction. The City requires General Liability and Worker's Compensation Insurance. Question 3: Is a field office required? Response: No Question 4: Will there be a pay item for Mobilization? Response: Yes. Please see revised Bid Form attached. Refer to City of Pearland Section 01505 for details Question 5: Is project I.D sign required? Response: Yes,two signs are required- one per intersection. Refer to City of Pearland Section 01580 for details. Question 6: Is the field surveying required by a licensed surveyor? Response: No Field staking of proposed equipment shall be coordinated with the Design Engineer(TEDSI) and the City of Pearland. Question 7: Can we use wood forms in lieu of steel forms? Response: For Sidewalks, wood forms are permissible, with redwood header expansion joints. For pavement, only steel forms will be permitted, with redwood header expansion joints. Question 8: Do we need the bond breaker on these small areas, if so, can we use tar paper in lieu of 1" asphalt? Response: No Tar paper or 1" asphalt will not be used. Refer to revised Detail "A" on Sheet 14 and revised Detail "A" on Sheet 19 for constructing these small areas. Question 9: Confirm 2" saw-cut tie into existing steel. Response: There will be full-depth saw-cut. See revised Detail "A" on sheet 14 and revised Detail "A"on sheet 19 In addition refer to Sheet 74, City of Pearland Standard Details "Paving." ADDENDUM NO 2 Page 4 of 6 CITY OF PEARLAND ADDENDUM NO. 2 Question 10: Does this job require the pavement undercut? Response: No, only full-depth saw-cut. For concrete pavement, see Detail "A" on sheet 14 and Detail "A" on sheet 19 In addition refer to Sheet 74, City of Pearland Standard Details "Paving." Question 11: What materials will need to be lab tested? Response: Refer to City of Pearland Section 01450, Part 1 02.D for all materials to be lab tested with prior approval from the Owner Question 12: Sheet#19 of 75,Detail "A" shows the removal of existing asphalt&base,the installation of curb & gutter with stabilized sand backfill&concrete np-rap Can the existing base& asphalt be left in place and just drill & dowel a new standard 6"curb in place,then put 2" layer of stabilized sand &the 4" np-rap?This procedure would save time,, several days of disruption of traffic and a lot of money for the City We have used this method many times with no problems, short term or long term.It would in effect eliminate the asphalt removal item&the curb and gutter item,under run the cement stabilized backfill item&overrun the 6"curb item. Response: No. Construct in accordance with plans and details provided. Detail"A"is now Detail "B"on Sheet 19 Question 13: Landscaping—are the trees to be removed&disposed or relocated by others? Response: Yes The Silverlake Home Owners Association will take care of the trees/landscaping prior to construction. If it has not happened by the time construction begins, then the Contractor will coordinate with the City of Pearland to make sure this happens. Question 14: Item 686,the traffic signal poles call out to have luminaries supplied with the poles In Item 680 it calls for 6-8 FT luminaire arms and 4 EA 250 HPS lights. Are these lights and arms extra? Response: Item 686 is for mast arm pole assemblies capable of receiving the 8 FT luminaire arms. The luminaire arms are quantified under Item 680 In this case, 4 of the arms are for the 250W TIPS luminaires, and the other two are for the VIVDS cameras. These arms and lights are not extras Question 15: Item 104 two items are in square yards and one is in linear feet is this correct? Response: This is correct. Note TxDOT Standard Specification Item 104, "Removing Concrete"is no longer applicable and is now replaced with City of Pearland Section 02220, "Site Demolition" Depending on the particular work being performed under Section 02220, "Site Demolition,"the unit of measurement is different. Refer to Section 02220, Article 102 for measurement of the removal of concrete pavement, concrete sidewalk and concrete curb and gutter ADDENDUM NO 2 Page 5 of 6 CITY OF PEARLAND ADDENDUM NO. 2 Question 16: Are the contractors bidding on this project required to provide professional liability policy? Response: See response to Question 2. END OF QUESTIONS/RESPONSES ADDENDUM NO 2 Page 6 of 6 CITY OF PEARLAND ADDENDUM NO I ADDENDUM NO. 1 Date of Addendum.November 12,2008 PROJECT NAME. TRAFFIC SIGNAL INSTALLATION SOUTHFORK DR. AT CR 90 AND CR 94 CITY OF PEARLAND,TEXAS PROJECT NO T70041 BID NO 0908-39 FROM. TEDSI Infrastructure Group 10260 Westheimer, Suite 460 Houston,Texas 77042 Tel. 713-975-8337, Fax. 713-975-7194 To Prospective Bidders This Addendum forms a part of the Bidding Documents and will be incorporated into Contract Documents, as applicable Insofar as the Original Project Manual and Drawings are inconsistent, this Addendum governs. Acknowledge receipt of the Addendum by inserting its number into the "BID PROPOSAL." FAILURE TO DO SO MAY SUBJECT BIDDER TO DISQUALIFICATION. GENERAL Item No. 1 Bid opening date is postponed to Thursday, November 20, 2008 at 2:00 PM. Attached is Page 1 of 2 of Section 00100—INVITATION TO BID Acknowledge receipt of the Addendum No 1 by removing Page 1 of 2 of Section 00100 and replacing it with the attached Page 1 of 2 of Section 00100 _ W r: END OF ADDENDUM NO. 1 •..................... fVARAYANAPPA t v 82041 'r.: Date: (!l r 'i(d '� 1.' ` ,c,`,�'..��✓ Harish Narayanappa, P.E.,PTOE Manager—Traffic Engineering TEDSI Infrastructure Group CITY OF PEARLAND BRAZORIA COUNTY,TEXAS TABLE OF CONTENTS NO. OF SECTION TITLE PAGES DIVISION 0—BIDDING AND CONTRACT DOCUMENTS 00100 Invitation to Bid 2 00200 Instructions to Bidders 7 00300 Bid Proposal 7 00500 Standard Form of Agreement 7 00610 Performance Bond. 2 00611 Payment Bond 2 00612 One-Year Maintenance Bond. .2 00615 Partial Waiver of Lien. 1 00700 = General Conditions of Agreement 39 00700 Attachment No. 1 to General Conditions of Agreement. 3 00700 Attachment No 2 to General Conditions of Agreement 4 00700 Attachment No 3 to General Conditions of Agreement. 10 00800 Special Conditions of Agreement 1 00811 Wage Scale.for Engineering Construction 2 DIVISION 1—GENERAL REQUIREMENTS 01100 Summary of Work. 2 01140 Contractor's Use of Premises. 4, 01200 Measurement and Payment Procedures 3 01290 Change Order Procedures 4 01310 Coordination and Meetings 3 01350 Submittals ._.7 01380 Construction Photographs 3 01420 Referenced Standards .5 01430 Contractor's Quality Control .2 01440 Observation Services 1 01450 Testing Laboratory Services. 3 01500 Temporary Facilities and Controls 9 01505 Mobilization 1 01550 Stabilized Construction Exits. 4 01555 Traffic Control and Regulation 4 01560 Filter Fabnc Fence ._. 3 01561 Reinforced Filter Fabric Bamer 3 01562 Waste Material Disposal 3 01563 Tree and Plant Protection 4 ADDENDUM NO 2 Revised November 17,2008 00010- 1 of 4 CITY OF PEARLAND TABLE OF CONTENTS 01564 Control of Ground Water and Surface Water 8 01565 TPDES Requirements 3 01566 Source Controls for Erosion and Sedimentation. 5 01570 Trench Safety System 4 01580 Project Identification Signs 4 01600 Material and Equipment. 3 01630 Product Options and Substitutions 3 01720 Field Surveying 2 01730 Cutting and Patching .3 01750 Starting Systems 2 01760 Project Record Documents 2 01770 Contract Closeout. .2 DIVISION 2—SITE WORK 02200 Site Preparation 4 02220 Site Demolition 5 02252 Cement Stabilized Sand 5 02255 Bedding,Backfill, and Embankment Matenals 7 02317 Excavation and Backfill for Structures 7 02582 Thermoplastic Pavement Marking 2 02633 Adjusting Manholes,Inlets, and Valve Boxes .3 02751 Concrete Pavement 16 02770 Curb, Curb &Gutter, and Headers 4 02910 Topsoil 3 02922 Sodding 4 02980 Pavement Repair and Resurfacing 3 02981 Blast Cleaning of Pavement .2 DIVISION 3—CONCRETE 03300 Cast in Place Concrete 33 03310 Structural Concrete 20 03320 Joints in Concrete Structures ... 9 03600 Structural Grout 4 03700 Concrete Repair and Rehabilitation 11 ADDENDUM NO 2 Revised November 17,2008 00010-2 of 4 CITY OF PEARLAND BRAZORIA COUNTY,TEXAS TABLE OF CONTENTS NO. OF SECTION TITLE PAGES DIVISION 0—BIDDING AND CONTRACT DOCUMENTS 00100 Invitation to Bid 2 00200 Instructions to Bidders 7 00300 Bid Proposal. 7 00500 Standard Form of Agreement 7 00610 Performance Bond 2 00611 Payment Bond 2 00612 One-Year Maintenance Bond 2 00615 Partial Waiver of Lien. 1 00700 General Conditions of Agreement 39 00700 Attachment No 1 to General Conditions of Agreement 3 00700 Attachment No. 2 to General Conditions of Agreement 4 00700 Attachment No 3 to General Conditions of Agreement 10 00800 Special Conditions of Agreement 1 00811 Wage Scale for Engineering Construction. 2 DIVISION 1—GENERAL REQUIREMENTS 01100 Summary of Work 2 01140 Contractor's Use of Premises 4 01200 Measurement and Payment Procedures 3 01290 Change Order Procedures 4 01310 Coordination and Meetings. 3 01350 Submittals 7 01380 Construction Photographs 3 01420 Referenced Standards 5 01430 Contractor's Quality Control 2 01440 Observation Services 1 01450 Testing Laboratory Services 3 01500 Temporary Facilities and Controls. 9 01505 Mobilization. 1 01550 Stabilized Construction Exits 4 01555 Traffic Control and Regulation 4 01560 Filter Fabnc Fence 3 01561 Reinforced Filter Fabnc Barrier 3 01562 Waste Matenal Disposal 3 01563 Tree and Plant Protection. 4 01564 Control of Ground Water and Surface Water 8 00010- 1of4 CITY OF PEARLAND TABLE OF CONTENTS 01565 TPDES Requirements 3 01566 Source Controls for Erosion and Sedimentation 5, 01570 Trench Safety System 4 01580 Project Identification Signs 4 01600 Material and Equipment 3 01630 Product Options and Substitutions 3 01720 Field Surveying 2 01730 Cutting and Patching. 3 01750 Starting Systems 2 01760 Project Record Documents 2 01770 Contract Closeout 2 DIVISION 2—SITE WORK 02200 Site Preparation. 4 02220 Site Demolition 5 02252 Cement Stabilized Sand 5 02255 Bedding,Backfill, and Embankment Materials 7 02317 Excavation and Backfill for Structures 7 02582 Thermoplastic Pavement Marking. 2 02633 Adjusting Manholes, Inlets, and Valve Boxes .3 02751 Concrete Pavement 16 02770 Curb, Curb &Gutter, and Headers 4 02910 Topsoil 3 02922 Sodding 4 02980 Pavement Repair and Resurfacing 3 02981 Blast Cleaning of Pavement. 2 DIVISION 3 —CONCRETE 03300 Cast-in-Place Concrete 33 03310 Structural Concrete 20 03320 Joints in Concrete Structures 9 03600 Structural Grout 4 03700 Concrete Repair and Rehabilitation 11 00010-2of4 CITY OF PEARLAND TABLE OF CONTENTS GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS FOR TRAFFIC SIGNAL CONSTRUCTION ALL TEXAS DEPARTMENT OF TRANSPORTATION (TxDOT) STANDARD SPECIFICATIONS,SPECIAL SPECIFICATIONS,AND SPECIAL PROVISIONS APPLICABLE TO THIS PROJECT ARE IDENTIFIED AS FOLLOWS STANDARD SPECIFICATIONS ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION JUNE 1, 2004 ITEM 400 EXCAVATION AND BACKFILL FOR STRUCTURES ITEM 416 DRILLED SHAFT FOUNDATIONS ITEM 420 CONCRETE STRUCTURES ITEM 421 HYDRAULIC CEMENT CONCRETE ITEM 432 RIPRAP ITEM 440 REINFORCING STEEL ITEM 441 STEEL STRUCTURES ITEM 442 METAL FOR STRUCTURES 11'EM 445 GALVANIZING ITEM 448 STRUCTURAL WIELD WELDING ITEM,449 ANCHOR BOLTS ITEM 476 JACKING, BORING, OR TUNNELING PIPE OR BOX ITEM 531 SIDEWALKS 11'EM 610 ROADWAY ILLUMINATION ASSEMBLIES ITEM 618 CONDUIT ITEM 620 ELECTRICAL CONDUCTORS ITEM 621 TRAY CABLE HEM 624 GROUND BOXES HEM 628 ELECTRICAL SERVICES ITEM 636 ALUMINUM SIGNS HEM 644 SMALL ROADSIDE SIGN SUPPORTS AND ASSEMBLIES ITEM 656 FOUNDATIONS FOR TRAFFIC CONTROL DEVICES HEM 666 REFLECTORTZF.D PAVEMENT MARKINGS ITEM 672 RAISED PAVEMENT MARKERS ITEM 680 INSTALLATION OF HIGHWAY TRAFFIC SIGNALS HEM 682 VEHICLE AND PEDESTRIAN SIGNAL HEADS ITEM 684 TRAFFIC SIGNAL CABLES HEM 686 TRAFFIC SIGNAL POLE ASSEMBLIES (STEEL) ITEM 687 PEDESTAL POLE ASSEMBLIES HEM 688 PEDESTRIAN DETECTORS AND VEHICLE LOOP DETECTORS ADDENDUM NO 2 Revised November 17,2008 00010-3 of 4 CITY OF PEARLAND TABLE OF CONTENTS SPECIAL PROVISIONS WILL GOVERN AND TAKE PRECEDENCE OVER THE SPECIFICATIONS ENUMERATED HEREON WHEREVER IN CONFLICT HEREWITH. SPECIAL PROVISION 416---001 -Drilled Shaft Foundations SPECIAL PROVISION 440---001 -Reinforcing Steel SPECIAL PROVISION 441---002 -Steel Structures SPECIAL PROVISION 620---001 -Electrical Conductors SPECIAL SPECIFICATIONS ITEM 4003 SCREW-IN TYPE ANCHOR FOUNDATIONS I hM 6006 SPREAD SPECTRUM RADIOS FOR R TRAFFIC SIGNALS ITEM 6013 ELECTRONIC COMPONENTS ITEM 6266 VIDEO IMAGING VEHICLE DETECTION SYSTEM DEPARTMENTAL MATERIAL SPECIFICATIONS DMS-11170,Fully Actuated, Solid-State Traffic Signal Controller Assembly CITY OF HOUSTON STANDARD SPECIFICATIONS ITEM 16724 EMERGENCY RESPONSE MANAGEMENT SYSTEM (ERMS) INTERSECTION COMPONENETS GENERAL. THE ABOVE-LISTED SPECIFICATION 1TFMS ARE THOSE UNDER WHICH PAYMENT IS TO BE MADE.THESE,TOGETHER WITH SUCH OTHER PERTINENT 1'1'FMS,IF ANY,AS MAY BE REFERRED TO IN THE ABOVE LISTED SPECIFICATION HEMS,AND INCLUDING THE SPECIAL PROVISIONS LISTED ABOVE,CONSTITUTE THE COMPLETE SPECIFICATIONS FOR THIS PROJECT END OF SECTION ADDENDUM NO 2 Revised November 17,2008 00010-4 of 4 CITY OFPEARLAND TABLE OF CONTENTS GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS FOR TRAFFIC SIGNAL CONSTRUCTION ALL TEXAS DEPARTMENT OF TRANSPORTATION (TxDOT) STANDARD SPECIFICATIONS, SPECIAL SPECIFICATIONS,AND SPECIAL PROVISIONS APPLICABLE TO THIS PROJECT ARE IDENTIFIED AS FOLLOWS STANDARD SPECIFICATIONS ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION JUNE 1, 2004 ITEM 400 EXCAVATION AND BACKFILL FOR STRUCTURES ITEM 416 DRILLED SHAFT FOUNDATIONS ITEM 420 CONCRETE STRUCTURES ITEM 421 HYDRAULIC CEMENT CONCRETE ITEM 432 RIPRAP ITEM 440 REINFORCING STEEL ITEM 441 STEEL STRUCTURES ITEM 442 METAL FOR STRUCTURES ITEM 445 GALVANIZING ITEM 448 STRUCTURAL FIELD WELDING ITEM 449 ANCHOR BOLTS ITEM 476 JACKING, BORING, OR TUNNELING PIPE OR BOX ITEM 610 ROADWAY ILLUMINATION ASSEMBLIES ITEM 618 CONDUIT ITEM 620 ELECTRICAL CONDUCTORS ITEM 621 TRAY CABLE ITEM 624 GROUND BOXES ITEM 628 ELECTRICAL SERVICES ITEM 636 ALUMINUM SIGNS ITEM 644 SMALL ROADSIDE SIGN SUPPORTS AND ASSEMBLIES ITEM 656 FOUNDATIONS FOR TRAFFIC CONTROL DEVICES ITEM 666 REFLECTORIZED PAVEMENT MARKINGS ITEM 672 RAISED PAVEMENT MARKERS ITEM 680 INSTALLATION OF HIGHWAY TRAFFIC SIGNALS ITEM 682 VEHICLE AND PEDESTRIAN SIGNAL HEADS ITEM 684 TRAFFIC SIGNAL CABLES ITEM 686 TRAFFIC SIGNAL POLE ASSEMBLIES (STEEL) ITEM 687 PEDESTAL POLE ASSEMBLIES ITEM 688 PEDESTRIAN DETECTORS AND VEHICLE LOOP DETECTORS 00010-3 of 4 CITY OFPEARLAND TABLE OF CONTENTS SPECIAL PROVISIONS WILL GOVERN AND TAKE PRECEDENCE OVER THE SPECIFICATIONS ENUMERATED HEREON WHEREVER IN CONFLICT HEREWITH. SPECIAL PROVISION 416---001 -Drilled Shaft Foundations SPECIAL PROVISION 440---001 -Reinforcing Steel SPECIAL PROVISION 441---002 - Steel Structures SPECIAL PROVISION 620---001 - Electrical Conductors SPECIAL SPECIFICATIONS ITEM 4003 SCREW-IN TYPE ANCHOR FOUNDATIONS ITEM 6006 SPREAD SPECTRUM RADIOS FOR TRAFFIC SIGNALS ITEM 6013 ELECTRONIC COMPONENTS ITEM 6266 VIDEO IMAGING VEHICLE DETECTION SYSTEM DEPARTMENTAL MATERIAL SPECIFICATIONS DMS-11170, Fully Actuated, Sohd-State Traffic Signal Controller Assembly CITY OF HOUSTON STANDARD SPECIFICATIONS ITEM 16724 EMERGENCY RESPONSE MANAGEMENT SYSTEM (ERMS) INTERSECTION COMPONENETS GENERAL. THE ABOVE-LISTED SPECIFICATION ITEMS ARE THOSE UNDER WHICH PAYMENT IS TO BE MADE.THESE,TOGETHER WITH SUCH OTHER PERTINENT ITEMS,IF ANY,AS MAY BE REFERRED TO IN THE ABOVE LISTED SPECIFICATION ITEMS,AND INCLUDING THE SPECIAL PROVISIONS LISTED ABOVE,CONSTITUTE THE COMPLETE SPECIFICATIONS FOR THIS PROJECT END OF SECTION 00010-4of4 CITY OF PEARLAND BIDDING AND CONTRACT DOCUMENTS DIVISION 0 DIVISION 0 BIDDING AND CONTRACT DOCUMENTS 04/2008 CITY OF PEARLAND INVITATION TO BID ADDENDUM NO 1 Revised November 12, 2008 Section 00100 INVITATION TO BID CITY OF PEARLAND, TEXAS Sealed bids will be accepted, in duplicate, referencing the following project in the Finance Department, City of Pearland, Temporary City Hall located at 3523 Liberty Drive, Pearland, Texas 77581 until 2:00 p.m., Thursday, November, 20, 2008, at which time they will be publicly opened and read aloud for the construction of: Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 City of Pearland,Texas COP PN: T70041 BID NO.: 0908-39 A mandatory pre-bid conference will be held at the City of Pearland Public Works Service Center at 3501 E. Orange, Pearland, Texas 77581 at 2:00 p.m. on November 6, 2008. The project will entail the Installation of Fully Actuated Traffic Signal Systems and Related Intersection Improvements, including the Installation of Wheelchair Ramps, Sidewalks, Signs and Pavement Markings. Information and Bid Documents. Copies of Contract Documents and Technical Specifications and Plans are on file at the following locations for review. City of Pearland,Temporary City Hall (281) 652-1600 3523 Liberty Drive Pearland,Texas 77581 Amtek Plan Room (713) 956-0100 4001 Sherwood Houston,TX 77092 The Associated General Contractors of Amenca,Inc. (713) 334-7100 2400 Augusta, Suite 180 Houston,TX 77057 Associated Builders& Contractors of Greater Houston (713) 523-6222 3910 Kirby, Suite 131 Houston,TX 77098 Dodge Reports (713) 316-9411 10606 Hempstead Rd., Suite 110 Houston,Texas 77092 06/2008 00100— 1 of 2 CITY OF PEARLAND INVITATION TO BID Section 00100 INVITATION TO BID CITY OF PEARLAND, TEXAS Sealed bids will be accepted, m duplicate, referencmg the following project m the Finance Department, City of Pearland, Temporary City Hall located at 3523 Liberty Drive, Pearland, Texas 77581 until 2.00 p.m., Thursday, November, 13, 2008, at which time they will be publicly opened and read aloud for the construction of: Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 City of Pearland, Texas COP PN: T70041 BID NO.: 0908-39 A mandatory pre-bid conference will be held at the City of Pearland Public Works Service Center at 3501 E. Orange,Pearland, Texas 77581 at 2:00 p.m. on November 6,2008. The project will entail the Installation of Fully Actuated Traffic Signal Systems and Related Intersection Improvements, including the Installation of Wheelchair Ramps, Sidewalks, Signs and Pavement Markings. Information and Bid Documents. Copies of Contract Documents and Technical Specifications and Plans are on file at the following locations for review. City of Pearland, Temporary City Hall (281) 652-1600 3523 Liberty Drive Pearland, Texas 77581 Amtek Plan Room (713)956-0100 4001 Sherwood Houston, TX 77092 The Associated General Contractors of America, Inc. (713)334-7100 2400 Augusta, Suite 180 Houston, TX 77057 Associated Builders & Contractors of Greater Houston (713) 523-6222 3910 Kirby, Suite 131 Houston, TX 77098 Dodge Reports (713) 316-9411 10606 Hempstead Rd., Suite 110 Houston, Texas 77092 06/2008 00100— 1 of 2 CITY OF PEARLAND INVITATION TO BID Bidders may obtain a complete set of the Contract Documents, Technical Specifications and Plans from the office of the Engineer, Harish Narayanappa., TEDSI Infrastructure Group, Inc., 10260 Westheimer, Suite 460, Houston, Texas 77042 upon request and payment of a plan fee in the amount of[One Hundred] dollars and no cents dollars ($100 00) per set. The plan fee will NOT be refunded. No bid may be withdrawn or terminated for a period of sixty (60) days subsequent to the bid opening date without the consent of the City of Pearland. Unless otherwise expressly provided herein, all references to "day(s)" shall mean calendar day(s). Bid Security and Bonds. Bid Security in the form of Cashier's Check, Certified Check, or Bid Bond payable to the City of Pearland in the amount of 5% of the total base bid pnce must accompany each proposal. The successful bidders must furnish Performance and Payment Bonds as required by Chapter 2253 of the Texas Government Code or other applicable law, as amended, upon the form mcluded in the Contract Documents, in the amount of one hundred percent(100%) of the contract pace, such bonds to be executed by a corporate surety duly authorized to do business in the State of Texas, and named in the current list of"Treasury Department Circular No 570", naming the City of Pearland, Texas as Obligee. Additionally, the successful bidder shall be required to provide a one year Maintenance Bond for the improvements installed as part of this work, as provided in the Special Conditions of Agreement. Equal Opportunity All responsible bidders will receive consideration for award of contract without regard to race, color, religion, sex, or national origin. Selection Cnteria. In determining to whom to award a contract, the City of Pearland may consider 1)purchase price; 2) reputation of the Bidder and Bidder's goods or services; 3) quality of Bidder's goods or services, 4) extent to which the goods or services meet the Owner's needs, 5) Bidder's past relationship with the Owner; 6) impact on the ability of Owner to comply with laws and rules relating to contracting with historically underutilized businesses and nonprofit organizations employing persons with disabilities, 7) total long-term cost to Owner to acquire Bidder's goods or services; 8) the Qualifications of Bidders, including Financial Statements of Bidders, identified in the Instructions to Bidders, and 9) any other relevant criteria specifically listed in the Bidding Documents. The City of Pearland reserves the right to reject any or all bids. A bid that has been opened may not be changed for the purpose of correcting an error in the bid pnce. Young Lorfing, TRMS City Secretary, City of Pearland First Publication date October 29, 2008 Second Publication date November 5, 2008 06/2008 00100—2 of 2 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Section 00200 INSTRUCTIONS TO BIDDERS 1 Defined Terms The term "Bidder" means one who submits a Bid Proposal directly to Owner, as distinct from a sub-bidder, who submits a bid to a Bidder The term "Successful Bidder" means the lowest responsible Bidder or the Bidder who provides goods or services at the best value for the Owner, to whom Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. The term "Bidding Documents" includes the Invitation to Bid, Instructions to Bidders, the Bid Proposal form, and the proposed Contract Documents (including all Addenda issued prior to receipts of bids). All other definitions set out in the Contract Documents are applicable to terms used in the Biddmg Documents. Unless otherwise expressly provided herein, all references to "day(s)"shall mean calendar day(s). 2. Copies of Biddmg Documents 2.1 Complete sets of Bidding Documents in the number and for the deposit sum stated m the Invitation to Bid may be obtamed from the Engineer 2.2 Complete sets of Bidding Documents must be used in preparing Bid Proposals, neither Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents. 2.3 Owner and Engineer, m makmg copies of Bidding Documents available on the above terms, do so only for the purpose of obtaining Bid Proposals on the Work, and do not confer a license or grant for any other use. 3 Qualifications of Bidders 3 1 In determining to whom to award a contract,the City of Pearland may consider, in addition to the other selection criteria identified in section 15 of these Instructions to Bidders, the following Qualifications of Bidder, and each Bidder must be prepared to submit within two (2) days of Owner's request any or all of such Qualifications requested. 1) A brief narrative of previous experience of the Bidder with projects of a similar nature and scope; 2) A list, including owner name and project location, of on-going projects and contracts for construction of projects of the Bidder which are not yet substantially complete; 3) A list of proposed subcontractors and suppliers for the project bemg bid, 4) A list of name, address and telephone number of references for projects completed by Bidder; and 5) A Financial Statement of Bidder, consisting of the balance sheet and annual income statement of Bidder for the Bidder's last fiscal year end preceding 06/2008 00200-1 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS the submission of the Bid Proposal, which has been audited or examined by an independent certified public accountant. The Financial Statement of Bidder shall be used to determine a Bidder's net working capital, which is defined as current assets less current liabilities. A Bidder's net working capital shall be considered evidence of the Bidder's ability to provide sufficient financial management of the project being bid. The Bidder's Financial Statement shall be clearly and conspicuously marked as "confidential", and shall be deemed and treated as confidential and excepted from the Public Information disclosure requirements of Texas Government Code Section 552.001 et seq., as such information, if released, would give advantage to a competitor or bidder, and/or would cause substantial competitive harm to Bidder 4 Examination of Contract Documents and Site 4 1 It is the responsibility of each Bidder before submitting a Bid Proposal, to (a) examine the Bidding Documents thoroughly, (b) visit the site to become familiar with local conditions that may affect cost,. progress, performance or furnishing of the Work, (c) consider federal, state and local laws and regulations that may affect cost, progress, performance or furnishing of the Work, (d) study and carefully correlate Bidder's observations with the Contract Documents, and (e) notify Engineer of all conflicts, errors, omissions or discrepancies in the Contract Documents. 4.2 Any reports of explorations and tests of conditions at the site which have been utilized by the Engineer in preparation of the Contract Documents will be made available to Bidders for review, CONTRACTOR may rely upon the general accuracy of the "technical data" contained in these reports but such reports are not part of the Contract Documents. Bidder may not and should not rely upon the accuracy of the data contained m such reports, interpretations or opinions contained therein, or the completeness thereof, for the purposes of bidding or construction. 4.3 Information and data reflected in the Contract Documents with respect to underground utilities, equipment or other underground facilities at or contiguous to the site is based upon information and data furnished to Owner and Engineer by owners of such underground facilities or others, and Owner does not assume responsibility for the accuracy or completeness thereof. 4 4 Before submitting a Bid Proposal, each Bidder will, at Bidder's own expense, make or obtain any additional examinations, investigations, explorations, tests and studies and obtain any additional information and data which pertain to the physical conditions (surface, subsurface and underground facilities) at or contiguous to the site or otherwise which may affect cost, progress, performance or furnishing of the Work and which Bidder deems necessary to determine its Bid Proposal pnces for performing and furnishing the Work in accordance with the Contract Time, Contract Price and other terms and conditions of the Contract Documents. 06/2008 00200-2 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 4.5 On request m advance, Owner will provide each prospective Bidder access to the site to conduct such explorations and tests as each prospective Bidder deems necessary for submission of a Bid Proposal. Prospective Bidders shall fill all holes, clean 'up and restore the site to its former condition upon completion of such explorations. 4 6 The lands upon which the Work is to be performed, rights-of-way and easements for access thereto and other lands designated for use by Contractor in performing the Work are identified in the Contract Documents. All additional lands and access thereto required for temporary construction facilities or storage of materials and equipment are to be provided by Contractor Easements for permanent structures or permanent changes in existing structures are to be obtained and paid for by Owner unless otherwise provided in the Contract Documents. 4 7 The submission of a Bid Proposal will constitute an incontrovertible representation by Bidder that Bidder has complied with every requirement of this Article 4, that without exception the Bid Proposal is premised upon performing and furmshing the Work required by the Contract Documents and such means, methods, techniques, sequences or procedures of construction as may be indicated in or required by the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all terms and conditions for performance and furmshing of the Work. 5 Interpretations and Addenda 5 1 All questions about the meaning or intent of the Contract Documents are to be directed to Engineer Interpretations or clarifications considered necessary by Engineer in response to such questions will be issued by Addenda mailed or delivered to all parties recorded by Engineer as having received the Bidding Documents. Questions received less than five (5) days prior to the date for opening of Bid Proposals may not be answered. Only questions answered by formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect. 5.2 Addenda may also be issued to modify the Bidding Documents as deemed advisable by Owner or Engineer 6 Bid Security 6 1 Each Bid Proposal must be accompanied by bid security made payable to Owner in an amount of five percent (5%) of the Bidder's maximum Bid Proposal price, and in the form of a certified check, cashier's check or a Bid Bond("Bid Security"). 06/2008 00200-3 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 6.2 The Bid Security of the Successful Bidder will be retamed until such Bidder has executed the Standard Form of Agreement, and furmshed the required Performance and Payment Bonds, whereupon the Bid Security will be returned. If the Successful Bidder fails to execute and deliver the Standard Form of Agreement and furnish the required performance and payment bonds within ten (10) days after the Notice of Award, Owner may annul the Notice of Award and the Bid Security of that Bidder will be forfeited. The Bid Security of other Bidders will be retained until after the Contract is awarded and the Standard Form of Agreement becomes effective, or all bids are rejected, whereupon Bid Security furnished by such Bidders will be returned. 7 Contract Time The number of days in which the Work is to be Substantially Completed, as set forth in the Bid Proposal form and the Standard Form of Agreement, subject to such extension of time as may be due under the terms and conditions of the Contract Documents ("Contract Time"). 8. Liquidated Damages and Early Completion Bonus Provisions for liquidated damages and early completion bonus, if any, are set forth in the Standard Form of Agreement. 9 Substitute or "Or-Equal" Items The Contract, if awarded, will be on the basis of the selected materials and equipment described in the Plans or specified in the Specifications without consideration of possible substitute or "or-equal" items. Whenever it is indicated in the Plans or specified in the Specifications that a substitute or "or-equal" item of matenal or equipment may be furnished or used by the Contractor if acceptable to Engineer, application for such acceptance will not be considered by Engineer until after the Agreement becomes effective. All "or-equal" references shall be mterpreted to mean "or approved equal" The procedure for submission of any such application by Contractor and consideration by Engineer is set forth in the Contract Documents. 10 Bid Form 10 1 The Bid Proposal form (Section 00300 — Bid Proposal) is included with the Bidding Documents; additional copies may be obtained from Engmeer (or the issuing office) 10.2 All blanks on the Bid Proposal form must be completed in ink or by typewriter The Bidder shall bid all Alternates, if any The Bidder shall initial each page of the Bid Proposal form. 10.3 Bid Proposals by corporations must be executed in the corporate name by the president or a vice-president (or other corporate officer accompanied be evidence of authority to sign) and the corporate seal must be affixed and 06/2008 00200-4 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS attested by the secretary or an assistant secretary The corporate address and state of incorporation must be shown below the signature. 10 4 Bid Proposals by partnerships must be executed in the partnership name and signed by a general partner, whose title must appear under the signature, and if a corporate general partner, executed as required above for corporations, and the official address of the partnership must be shown below the signature. 10.5 All names must be typed or printed below the signature. 10 6 The Bid Proposal shall contain an acknowledgment of receipt of all Addenda (the number of which must be filled m on the Bid Proposal form). 10 7 The address and telephone number for communications regarding the Bid Proposal must be shown on the Bid Proposal form. 11 Submission of Bid Proposals The place, date and/or time designated for opening Bid Proposals may be changed in accordance with applicable laws, codes and ordinances. Bid Proposals shall be submitted in duplicate at the time and place indicated in the Invitation to Bid and shall be enclosed in an opaque sealed envelope marked with the Project title and name and address of the Bidder and accompanied by Bid Security If the Bid Proposal is sent through the mail or other delivery system the sealed envelope shall be enclosed m a separate envelope with the notation "BID ENCLOSED" on the face of it. Verbal, facsimile, or electronic bids are invalid and will not be considered. Bid Proposals submitted after the bid date and time will be returned to the Bidder unopened. 12. Modification and Withdrawal of Bid Proposals 12.1 Bid Proposals may be modified or withdrawn by an appropriate document duly executed (in the manner that a Bid Proposal must be executed) and delivered to the place where Bid Proposals are to be submitted at any time prior to the openmg of Bid Proposals. A Bidder may not modify or withdraw its Bid Proposal by verbal, facsimile or electronic means. A withdrawn Bid Proposal may be resubmitted pnor to the designated time for opening Bid Proposals. 12.2 If, within twenty-four (24) hours after Bid Proposals are opened, any Bidder files a duly signed, written notice with Owner and promptly thereafter demonstrates to the reasonable satisfaction of Owner that there was a material mistake in the preparation of its Bid Proposal, that Bidder may request to withdraw its Bid Proposal and the bid security may be returned or forfeited at the discretion of the Owner Thereafter, that Bidder will be disqualified from further bidding on the Project to be provided under the Contract Documents. 06/2008 00200-5 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 13 Opening of Bid Proposals Bid Proposals will be opened and (unless obviously non-responsive) read aloud publicly An abstract of the amounts of the base Bid Proposals and major alternates (if any) will be made available to Bidders after the opening of Bid Proposals. Bid Proposals, in their entirety, shall be open for public inspection after the contract is awarded, with the exception of any trade secrets or confidential information contained therein, provided Bidder has expressly identified any specific information contained therein as being trade secrets or confidential information. 14 Bid Proposals to Remain Subject to Acceptance All Bid Proposals will remain subject to acceptance for sixty(60) days after the day of the Bid Proposal opening, but Owner may, in its sole discretion, release any Bid Proposal and return the bid security pnor to that date. 15 Award of Contract 15 1 Owner reserves the nght to reject any and all Bid Proposals, to waive any and all informalities not involving pnce, time or changes m the Work and to negotiate contract terms with the Successful Bidder Owner may reject a bid as non-responsive if: 1) Bidder fails to provide required Bid Security; 2) Bidder improperly or illegibly completes or fails to complete all information required by the Bidding Documents; 3) Bidder fails to sign the Bid Proposal or improperly signs the Bid Proposal, 4) Bidder qualifies its Bid Proposal, 5) Bidder tardily or otherwise improperly submits its Bid Proposal, 6) Bidder fails to submit the Qualifications of Bidder as required under section 3 of these Instructions to Bidders, or 7) Bid Proposal is otherwise non-responsive. In determining the best value for the Owner, and in determining to whom to award a contract, Owner may consider 1) purchase price; 2) reputation of the Bidder and Bidder's goods or services; 3) quality of Bidder's goods or services, 4) extent to which the goods or services meet the Owner's needs; 5) Bidder's past relationship with the Owner; 6) impact on the ability of Owner to comply with laws and rules relatmg to contracting with historically underutilized businesses and nonprofit organizations employing persons with disabilities, 7) total long- term cost to Owner to acquire Bidder's goods or services, 8) the Qualifications of Bidder; and 9) any other relevant criteria specifically listed m the Bidding Documents. Discrepancies in the multiplication of units of Work and umt pnces will be resolved in favor of the unit prices. Discrepancies between the indicated sum of any column of figures and the correct sum thereof will be resolved m favor of the correct sum. 15.2 In evaluating Bid Proposals, Owner will consider the Qualifications of the Bidders, whether or not the Bid Proposals comply with the prescribed requirements, and such alternates, umt prices and other data, as may be requested in the Bid Proposal form or pnor to the Notice of Award. 06/2008 00200-6 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 15.3 Owner may conduct such mvestigations as Owner deems necessary to assist in the evaluation of any Bid Proposal and to establish the responsibility, qualifications and financial ability of Bidders, proposed Subcontractors, suppliers and other persons and organizations to perform and furnish the Work in accordance with the Contract Documents, to Owner's satisfaction, within the Contract Time. 15 4 The contract is to be awarded to the lowest responsible Bidder or the Bidder who provides goods or services at the best value for the Owner 16 Contract Security When the Successful Bidder delivers the executed Standard Form of Agreement to Owner, it must be accompanied by the Performance, Payment, Maintenance and Surface Correction Bonds required by the Contract Documents. Bonds may be on the forms provided herein or an equal form containing no substantive changes, as determined by Owner 17 Signing of Agreement When Owner gives a Notice of Award to the Successful Bidder,it will be accompanied by the required number of unsigned counterparts of the Standard Form of Agreement, and the required Performance and Payment Bond forms. Within ten (10) days thereafter Contractor shall sign and deliver the required number of counterparts of the Standard Form of Agreement to Owner with the required Bonds. Within ten (10) days thereafter, Owner shall deliver one fully signed counterpart to Contractor There shall be no contract or agreement between Owner and the Successful Bidder until proper execution and attestation of the Standard Form of Agreement by authorized representatives of the Owner 18 Pre-bid Conference A pre-bid conference will be held as indicated in the Invitation to Bid. Attendance at the pre-bid conference is mandatory 19 Retainage Provisions concerning retainage are set forth in the Contract Documents. END OF SECTION 06/2008 00200-7 of 7 CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Date: Bid of , an individual proprietorship / a corporation organized and existing under the laws of the State of Texas / a partnership consisting of , for the construction of: Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 City of Pearland, Texas COP PN: T70041 BID NO.: 0908-39 (Submitted in Duplicate) To The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Pursuant to the published Invitation to Bidders, and Instructions to Bidders, the undersigned Bidder hereby proposes to do all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of the Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 with all related appurtenances, complete, tested, and operational, in accordance with the Plans, and Specifications prepared by the Engineer, Hansh Narayanappa, TEDSI Infrastructure Group, Inc, 10260 Westheimer, Suite 460, Houston, Texas, 77042, under the City of Pearland's inspection for the unit prices or applicable prices set forth in Exhibit "A", bid form, which bears the undersigned's initials for identification. It is understood that, in the event any changes are ordered on any part of the Work, the applicable unit prices bid shall apply as additions to or deductions from the total prices for the parts of the Work so changed. The Bid Security required under the Instructions to Bidders is included with this Bid Proposal. The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of Bidder, as required by the Instructions to Bidders if requested to do so as a condition of the Bid review The Bidder binds himself, upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish a Performance Bond and a Payment Bond, each in the amount of one hundred percent (100%) of the total Contract Price, accordmg to the forms included in the Contract Documents, for performing and completmg the said work withm the time stated and for the prices stated m Exhibit"A" of this proposal. Bidder's Initial's. 06/2008 00300— 1 of 3 . CITY OF PE4 L 4RD BID PROPOSAL Section 00300 ,1 BID PROPOSAL Date: l Id O Z° Z c)o Bid of Fc.o,Z1 DA. ►eA Fic. c»..rtta..m'vi t , an individual proprietorship / a corporation organized and existing under the laws of the State of Texas I a partnership consisting ,for the construction of: Traffic Signal Installation Southfork Dr.at CR 90 and CR 94 City of Pearland,Texas COP PN:T70041 BID NO.:0908-39 (Submitted in Duplicate) To. The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Drive Pearland,Texas 77581 Pursuant to the published Invitation to Bidders, and Instructions to Bidders, the undersigned Bidder hereby proposes to do all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of the Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 with all related appurtenances, complete,tested,and operational,in accordance with the Plans,and Specifications prepared by the Engineer, Harish Narayanappa, TEDSI Infrastructure Group, Inc, 10260 Westheimer, Suite 460, Houston, Texas, 77042,under the City of Pearland's inspection for the unit prices or applicable prices set forth in Exhibit"A",bid form, which bears the undersigned's initials for identification. It is understood that,in the event any changes are ordered on any part of the Work, the applicable unit prices bid shall apply as additions to or deductions from the total prices for the parts of the Work so changed. The Bid Security required under the Instructions to Bidders is included with this Bid Proposal. The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial. Statement of Bidder, as required by the Instructions to Bidders if requested to do so as a condition of the Bid review The Bidder binds himself, upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish a Performance Bond and a Payment Bond, each in the amount of one hundred percent (100%) of the total Contract Price, according to the forms- included in the Contract Documents, for performing and completing the said work within the time stated and for the prices stated in Exhibit"A"of this proposal. Bidder's Initial's: 06/2008 00300— 1 of 3 CITY OFPE RLA.ND BID PROPOSAL The undersigned Bidder agrees to commence work within Ten (10) days after the date of a written notice to commence work. It is understood that the Work is to be Substantially Complete within one hundred twenty(120) days after the date of the notice to commence work. Time for Substantial Completion shall begin on the date established by the notice to commence work. The Contractor will pay liquidated damages in the amount(s)specified in Document 00500-Standard Form of Agreement in the event the Work is not Substantially Complete in this time limit. It is agreed that the Contract Price may be increased or decreased to cover work added,altered,or deleted by order of the Engineer, in accordance with the provisions of the General Conditions of Agreement. The undersigned agrees that the amounts bid in this Bid Proposal will not be withdrawn or modified for sixty(60) days following date of Bid Proposal opening, or such longer period as may be agreed to in writing by the City of Pearland and Bidder It is understood that in the event the Successful Bidder fails to enter into the Standard Form of Agreement and/or to furnish a Performance Bond and Payment Bond,each in the amount of one hundred (100) percent of the Contract Price, within ten (10) days of the Notice of Award, the Successful Bidder will forfeit the Bid Security as provided in the Instructions to Bidders. Unless otherwise expressly provided herein,all references to"day(s)"shall mean calendar day(s). The following Addenda have been received. The modifications to the Bidding Documents noted therein have been considered and all costs thereto are included in the Bid Proposal prices. Addendum No.- I Date: o' Addendum No. Date: _ Addendum No.: 2 Date: 11 Ma Addendum No.. Date: Bidder hereby represents that the only person or parties interested in this offer as principals-are those named above. Bidder has not directly or indirectly entered into any agreement,participated in any collusion,or otherwise taken any action in restraint of free competitive bidding. Firm Name: Y{..0R t c74 " 7-ffc. n,r-077 ot... Deoic.ks i t.-c. . By: 1 1: de to Y ./L� 1 C-�i� cr Jn/ 114 c-t_rr3.s,s Title: /cc /9265/ 70j Address: ' f 7 SJ77I/AA,ter T. X-A/441}rvt? /x Phone No. I- qfz - av30 AI hST. bier c 4bocP (Seal,if Bidder is a Corporation) (Typed or Printed ) ze • Signature Date: /// / ofit Bidder's Initial's: Sit/di 06/2008 00300-2.of 3 CITY OF PEARLAND BID PROPOSAL END OF SECTION Bidder's Initial's: /0 06/2008 00300—3 of 3 TRAFFIC SIGN, :ISTALLATION Southfork Drive at CR 90-and CR 94 SCHEDULE OF UNIT PRICE WORK BID FORM ITEM SPEC DESCRIPTION UNIT CITY UNIT PRICE TOTAL PRICE NO ITEM 1 01505 MOBILIZATION(NOT TO EXCEED$15,000.00) LS 1 M/0,6 ,1 -2 a 1(O i 544 _Ag 2 01555 TRAFFIC CONTROL AND REGULATION LS 1 4 2r I i T - r 4) t A1194. 110 3 02220 REMOVING CONC(PAV) v SY 21 k5�'. C�� # 1i /63 , 64 4 02220 REMOVING CONC (SIDEWALKS) SY 293 0 0, Z2 # .O5o. c/(o 5 02220 REMOVING CONC (CURB AND GUTTER) LF 577 $ /3.85 f % !9/- V5 6 02220 REMOVING STAB BASE AND ASPH PAV(7"-12") SY 474 if 35= 514 416, 808. 0i 7 02252 CEMENT STABILIZED BACKFILL TONS 164 $ go .'78 $ 8I 360. 7"A 8 02252 CEMENT STABILIZED SAND(8")(1.5 SACKS TONS 216 460. 55 J 3J 6 S. oZ�PER TON) 9 02582 REFL PAV MRK TY I(W)4"(BRK)(100MIL), LF 1020 - l 0. 4 8 *07.6 a - 10 02582 REFL PAV MRK TY I(W)4"(DOT)(100MIL) LF 44 I/ 0. 4 g 41 z 1 _ I Z 11 02582 REFL PAV MRK TY I (W)4"(SLD)(100MIL) LF 1690 ' 0, c f.8 $ 811 .A0 12 02582 REFL PAV MRK TY I(W)8"(SLD)(100MIL) LF 780 14 r, 05 # 8r1. 00 13 02582 REFL PAV MRK TY 1(W)12"(SLD)(100MIL) LF 1140 4 a- 83 * 3 I c.? G . AO, 14 02582 REFL PAV MRK TY I (W)24"(SLD)(100MIL) LF 246 # 5. 7l # /1 7oc- 44 15 02582 REFL PAV MRK TY I (W)(ARROW)(100MIL) EA 16 # 1!a . 6 2. 6 1/ 7734 z 16 02582 REFL PAV MRK TY I(W)(WORD)(100MIL) EA 12 # 110 , g Z J� 3 Z 7. 0 17 02582 REFL PAV MRK TY I(Y)4"(BRK)(100MIL) LF 60 $ 0, tlB # Z8 - Bo 18 02582 vREFL PAV MRK TY I co 4"(SLD)(100MIL) LF 3420 V 0. 4 a li , (Caq-J- co 19 02582 REFL PAV MRK TY I(Y)24"(SLD)(100MIL) LF 140 415. 7 ! K 799. YO 20 02582 REF PAV MRK TY II (W)4"(BRK) LF 1020 f1 0- Z.$ # .2 8 6 , (aQ 21 02582 REF PAV MRK TY 11 (W)4"(DOT) LF 44 # 0, A-e $ 12 .3 z 22 02582 REF PAV MRK TY II (W)4"(SLD) LF 1690 # 0 - 1 8 44 473• ,0 23 02582 REF PAV MRK TY II (W)8"(SLD) LF 780 41 Q , 5 S' 11 L} ('.00 ADDENDUM NO 2 Bidders Initials:[ I Revised November 17,2008 Page�101�' TRAFFIC S1GNA vViTALLATION Southfork Drive at CR 90 and CR 94 SCHEDULE OF UNIT PRICE WORK BID FORM ITEM SPEC DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE NO ITEM 24 02582 REF PAV MRK TY II (W) 12"(SLD) LF 1140 # 1, 70Z- tl f f nO. s0 25 02582 REF PAV MRK TY It(W)24" (SLD) LF 246 4 3 . (,t 4. 41 846.2f 26 02582 REF PAV MRK TY 11 (W)(ARROW) EA 16 0 33.211 $ 531 . 8 T. 27 02582 REF PAV MRK TY 11 (W)(WORD) EA 12 41 3 13. 74 41 465- 4 8 28 02582 REF PAV MRK TY 11 (Y)4"(BRK) LF _ 60 1 D, z 8 4 j (a . tO 29 02582 REF PAV MRK TY 11 (Y)4"(SLD) LF 3420 4 0 . g.$ $ 957. 60 30 02582 REF PAV MRK TY 1I (Y)24"(SLD) LF 140 :3- ePt .# 481 . 60 31 02751 CONC PVMT(CONT REINF-CRCP)(8") SY 540 t# 68 .7/ 4 37,/03. VD 32 02751 CONC SIDEWALKS (5')(4") SY 221 -��K 6 T'. (o 0 $ f 41, 939 60 33 02770 CONC CURB(DOWEL)(REINF) 0-- LF 545 1 /4. 4 Z 0 'J 0 57- 90 34 02770 CONC CURB&GUTTER LF 760 4 3/ . 0 3 4b 23,58l-8a 35 02922 BLOCK SODDING SY 361 4 5.5 L 0 j,V9 . q t 36 02981 PAV SURF PREP FOR MRK(4") LF 6234 1 Q. 0 I - 4' ea-. 3 cf 37 02981 PAV SURF PREP FOR MRK(8") LF 780 # 0 . 0 2 ° /5. Go 38 02981 PAV SURF PREP FOR MRK(12") LF 1140 It 0 .. Q 3 3 3Cf.Zp 39 02981 PAV SURF PREP FOR MRK(24") LF 386 40 - 0 / 1$a2'/. O g, 40 02981 PAV SURF PREP FOR MRK(ARROW) SF 1014 '0 0 . 0 1 , ti 10 -ll 41 02981 PAV SURF PREP FOR MRK(WORD) SF 576 $ 0.0 j * 5 76 42 416 DRILL SHAFT(TRF SIG POLE)(36") LF 30 1 o2gi. q' 8, €1441. /o 43 416 DRILL SHAFT(TRF SIG POLE)(48") LF 88 4 43/. 3? 1137, 5'62. -32 44 432 RIP-RAP(CONC)(4 IN) CY 35 #` o238 -2$ $ 8, 33 8.75 45 531 CURB RAMPS EA 16 $ /` 7/73. U(a 4128,36 8.V° 46 618 CONDUIT(PVC)(SCHD 80).(2")(BORE) LF 665 # i , 52 $ 9, 85513a ADDENDUM NO 2 Bidders Initials:[ I Revised November 17,2008 Page 2 of TRAFFIC SIGNAL u'STALLATtON Southfork Drive at CR 90 and CR 94 SCHEDULE OF UNIT PRICE WORK BID FORM ITEM SPEC DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE NO ITEM 47 618 CONDUIT(PVC)(SCHD 80)(3")(BORE) LF 750 ,i (b . 510 /a13o0.00 48 618 CONDUIT(PVC)(RM)(2") LF 245 $ 1 C{ , S 3 4 5, 551 . 85 49 618 CONDUIT(PVC)(RM)(3") LF _ 370 1 3, 34 $ 8? 63 8 o 50 620 ELEC CONDUCTOR(NO 4)BARE LF 190 It 1 , 4 L 1 I (247. 10 51 620 ELEC CONDUCTOR(NO 4)INSULATED LF 380 it j. 43(7 't .(o3p - $O 52 620 ELEC CONDUCTOR(NO 6)BARE LF 1840 tl O, 78 * 1) 4-35. o a 53 621 TRAY CABLE(3 CONDR)(12 AWG) LF 740 N 1 J . [ t 0 I) 413. ct0 54 624 GROUND BOX TY D(162922)W/APRON EA 11 0 6 4(. 5e 4 7, 6 5'7. 3 S 55 628 ELEC SERV T7 D(1201240)070(NS)SS(E)SP(0) EA 2 4 ,2) (/06 . 0 (l $ 4, ea z .06 56 644 REMOVE SMALL RDSD SGN ASSMS EA 11 $ 1 10 , lB Z $ 1) Art-- 02 57 644 INS SM RD SN SUP&AM TY 10BWG(1)SA(P) EA 7 $ 87. 5? IP 3, 413 . 13 58 672 REFL PAV MRKR TY I-C EA 60 41 4. 3z V,A 5 c1 • ao 59 672 REFL PAV MRKR TY II-A-A EA 206 $ 4 . 3 Z It 8 81.'T.L 60 672 REFL PAV MRKR TY II-C-R EA 164 it 4 - 32. Ai 70 a. (I. 61 680 INSTAL OF HWY TRAF SIG(SYSTEM) EA 2 IlAitj 53il, &Z. $ 4S, p69,,24 62 682 BACK PLATE(12 IN)(3 SEC) EA 16 / 13- �O 1 1, 1 87- 40 63 682 BACK PLATE(12 IN)(4 SEC) EA 8 41 82.. 0 1 1i b 5(0.o 64 682 PED SIG SEC(12 IN)LED(2 INDICATIONS) EA 16 ' 62.6 , 47 . 4 6,n 3. 52. 65 682 VEH SIG SEC (12 IN)LED(GRN ARW) EA 8 $ 02476 , 37 , 4 /} 8J0 -/‘ 66 682 VEH SIG SEC(12 IN)LED(GRN) EA 16 $ 02s-s, 33 $ Lit 0 gs•.„2,8 67 682 VEH SIG SEC(12 IN)LED(YEL ARW) EA 8 $ 141s, (a 31 11 560•'S O 68 682 VEH SIG SEC(12 IN)LED(YEL) EA 16 # 0107. 8 t- , # 3, 3z5: 44 69 682 VEH SIG SEC(12 IN)LED(RED) EA 32 44 420:a. O5 0 , y1-657 coo ADDENDUM NO 2 Bidders Initials:[ I Revised November 17,2008 Page 31/ f N _ TRAFFIC SIGN1_. -4:STALLATION Southfork Drive at CR 90 and CR 94 SCHEDULE OF UNIT PRICE WORK BID FORM ITEM SPEC DESCRIPTION UNIT CITY UNIT PRICE TOTAL PRICE NO ITEM 70 684 TRAF SIG CBL(TY A)(12 AWG)(2 CONDR) LF 2000 I' '. `f 01) 880.000 71 684 TRAF SIG CBL(TY A)(12 AWG)(4 CONDR) LF 2080 # J . Pit/ it 3, ( i`?- 72 684 TRAF SIG CBL(TY A)(12 AWG)(7 CONDR) LF 3325 it a- 7 I $ 1, 5/7. 75 73 686 INS TRF SIG PL AM (S) 1 ARM(40')LUM EA 1 $8, It/ . 'i II' 8, 146 .71 74 686 INS TRF SIG PL AM(S)1 ARM(44')LUM EA 1 418 j lit 0-51 ti G DJ i e.51 75 686 INS TRF SIG PL AM(S)2 ARM(50'-28')LUM EA 2 $; 1 114. 35. , tis, 34f8.7Q 76 686 INS TRF SIG PL AM(S) 1 ARM(50')LUM EA 1 41 18 1 I 1 1 . c{2, # 181 f I I , 4Z 77 686 INS TRF SIG PL AM(S) 1.ARM(55')LUM EA 1 it 19 1 0% . 58 .(t 1'108G .58 78 687 PEDESTAL POLE ASSEMBLY EA 4 ' 1 1 1 94 - (op 4 4, 7?8. 4o 79 688 PED DETECT(2 INCH PUSH BTN) EA 16 $ ale _ Z 1 14 i 3-7� . 36, 80 6006 SPREAD SPECTRUM RADIO EA 2 $ 3,6�'�7'.'T9' tt 7 13/. - g$ 81 6006 HELIAX CABLE LF 555 /I a.(.7 ,it 1, Lt$!- 85 82 6006 ANTENNA(UNI-DIRECTIONAL) EA 2 # 681. 03 it, 1,, 37t. o 83 6266 VIVDS PROCESSOR SYSTEM EA 2 't 1 ZJ/35- 07 :$2-41 270. i' 84 6266 VIVDS CAMERA ASSEMBLY EA 16 tt 1) 1 [ 8.8(a It I?j 18I . 7(7 85 6266 VIVDS SET UP SYSTEM EA 2 41 H Z . /I # /9'b st..2s 86 6266 VIVDS COMMUNICATION CABLE(COAXIAL) LF 3025 $ 1 , GS it 51 »2.4.25 87 16724 OPTICOM DETECTOR EA 8 41► 1)4 j 76 4/5 4% O 3 TOTAL 1157?) 962 ,58 ADDENDUM NO 2 Bidders Initials:[ ] Revised November 17,2008 Page 40 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Section 00500 STANDARD FORM OF AGREEMENT THIS AGREEMENT is by and between City of Pearland (hereinafter called OWNER or City) and ruzitl . Igh Ga JTilai PEVicc5/LNG. (hereinafter called CONTRACTOR). OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth, agree as follows. Article 1 WORK CONTRACTOR shall complete all work as specified or indicated in or reasonably inferable from the Contract Documents (hereinafter the "Work"). The Work is generally described as follows: Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 City of Pearland, Texas COP PN: T70041 BID NO.: 0908-39 Article 2. ENGINEER The Work has been designed by Harish Narayanappa, TEDSI Infrastructure Group, 10260 Westheimer, Suite 460, Houston, Texas, 77042 who is hereinafter called ENGINEER and who is to assume all duties and responsibilities and have the rights and authority assigned to ENGINEER in the Contract Documents in connection with completion of the Work m accordance with the Contract Documents. Article 3 CONTRACT TIME 3 1 The Work will be Substantially Complete (as defined m Article 1 of the General Conditions) within ten (10) days (including weekends and holidays) from the date when the Contract Time commences to run as provided in paragraph 5 01 of the General Conditions (as revised m the Special Conditions if applicable), and completed and ready for Final Payment within one hundred twenty(120) days from the date when the Contract Time commences to run. No work will be allowed on Sundays. 3.2 Liquidated Damages. OWNER and CONTRACTOR recognize that time is of the essence of this Agreement and that OWNER will suffer financial loss if the Work is not completed within the times specified in paragraph 3 1 above,plus any extensions thereof allowed in accordance with Article 5 of the General Conditions. OWNER and CONTRACTOR also recognize the delays, expense, and difficulties involved in proving in a legal or arbitration preceding the actual loss suffered by OWNER if the Work is not completed on time. Accordingly, instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated damages for delay (but not as a penalty) CONTRACTOR shall pay OWNER five hundred dollars ($500 00) for each day that expires after the time specified in paragraph 3 1 for 02/2008 00500- 1 of 7 CITY OFPEARLAND STANDARD FORM OF AGREEMENT Substantial Completion until the Work is substantially complete. After Substantial Completion, if CONTRACTOR shall neglect, refuse or fail to complete the remauung Work within the time set out in the Certificate of Substantial Completion or any proper extension thereof granted by OWNER, CONTRACTOR shall pay OWNER five hundred dollars ($500 00) for each day that expires after the time specified in the Certificate of Substantial Completion for completion and readiness for Final Payment. 3.3 Inspection Time. Working hours for the Pearland Inspection personnel are from 7.30 a.m. to 4.30 p.m., Monday through Fnday, excluding City approved holidays. The Contractor shall notify the OWNER of any required inspection overtime work at least 48 hours in advance and shall pay the overtime wages for the required City inspections. Article 4 CONTRACT PRICE 4 1 OWNER shall pay CONTRACTOR for completion of the Work m stnct accordance with the Contract Documents in current funds $ S1119 2 .SSedit as required] (the"Contract Price"). The Contract Pnce includes the Base Bid [and no Alternates) as shown in Document 00300 — Bid Proposal. Article 5 PAYMENT PROCEDURES CONTRACTOR shall submit Applications for Payment in accordance with Section 6 0 _ "Measurement and Payment" of the General Conditions. Application for Payment will be processed by ENGINEER as provided in the General Conditions. 5 1 Progress Payments. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR's Application for Payment as recommended by ENGINEER as provided below All progress payments will be on the basis of the progress of the Work and actual quantity of Work completed, in accordance with Article 6 "Measurement and Payment" of the General Conditions. 5 1 1 Prior to Substantial Completion, progress payments will be made in an amount equal to the percentage or actual quantity of Work complete, but, in each case, less the aggregate of payments previously made and less such amounts as ENGINEER shall determine, or OWNER may withhold, m accordance with the General Conditions. The OWNER shall make payment within 30 days of receipt of application for payment by the ENGINEER. 5 1.2 Each progress payment shall be less retainage as specified in Paragraph 6 06 of the General Conditions, and further less all previous payments and all further sums that may be retained by the OWNER under the terms of this Agreement. It is understood, however, that in case the whole work be near to completion and some unexpected and unusual delay occurs due to no fault or neglect on the part of the CONTRACTOR, the OWNER may upon wntten recommendation of the ENGINEER pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR at the OWNER's option, may be relieved of the obligation to fully complete the Work and, thereupon, the CONTRACTOR shall receive payment of the 02/2008 00500 -2 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT balance due him under the contract subject only to the conditions stated under "Final Payment." 5.2 Final Payment. Upon final completion and acceptance of the Work in accordance with paragraph 6.08 of the General Conditions, OWNER shall pay the remainder of the Contract Pnce as recommended by ENGINEER as provided in said paragraph 6.08 Article 6 INTEREST Interest on any overdue payment from OWNER to CONTRACTOR shall be paid in accordance with the provisions of Chapter 2251 of the Texas Government Code, as amended. Article 7 CONTRACTOR'S REPRESENTATIONS In order to induce OWNER to enter into this Agreement CONTRACTOR makes the following representations: 7 1 CONTRACTOR has familiarized himself with the nature and extent of the Contract Documents, Work, site, locality, and all local conditions and Laws and Regulations that in any manner may affect cost, progress, performance, or furnishing of the Work. 7.2 CONTRACTOR has studied carefully all available surveys,, assessments, reports of explorations, investigations, and tests of subsurface conditions and drawings of physical conditions of the site. Such technical reports and drawings are not Contract Documents, and Owner makes no representations or warranties as to the accuracy of such documents or information, or to whether or not they are complete, comprehensive, or all- inclusive. 7.3 CONTRACTOR has obtained and carefully studied (or assumes responsibility for obtaining and carefully studying) all such examinations, investigations, explorations, tests, reports, and studies (in addition to or to supplement those referred to in paragraphs 7.2 above) which pertain to the subsurface or physical conditions at or contiguous to the site or otherwise may affect the cost, progress, performance or furnishing of the Work ,and CONTRACTOR assumes the risk of such subsurface and physical conditions, and shall furnish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents; and no additional examinations, investigations, explorations, tests, reports, and studies or similar information or data are or will be required by CONTRACTOR for such purposes. 7 4 CONTRACTOR has reviewed and checked all information and data shown or indicated on the Contract documents with respect to existing underground facilities at or contiguous to the site and assumes responsibility for the accurate location of said underground facilities. No additional examinations, investigations, explorations, tests, reports, studies or similar information or data in respect of said underground facilities are or will be required by CONTRACTOR in order to perform and finish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents. 02/2008 00500 - 3 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 7.5 CONTRACTOR has correlated the results of all such observations, examinations, investigations, explorations, tests, reports, and studies with the terms and conditions of the Contract Documents. 7 6 CONTRACTOR has given ENGINEER written notice of all conflicts, errors or discrepancies in the Contract Documents of which Contractor knew or should have known, and CONTRACTOR shall perform the Work at the Contract Price, within the Contract Time and m accordance with the other terms and conditions of the Contract Documents, including any written resolution of any such conflict, error or discrepancy by ENGINEER. Article 8 CONTRACT DOCUMENTS The Contract Documents, which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work, consist of the following, each of which are incorporated herein by reference: 8.1 Standard Form of Agreement(Section 00500). 8.2 Performance,Payment, and/or Maintenance Bonds (Sections 00610, 00611, and 00612). 8.3 General Conditions of Agreement (Section 00700), including Attachment No. 1 Workers' Compensation Insurance Coverage, Attachment No 2 Agreement for Final Payment and Contractor's Sworn Release, and Attachment No 3 Owner's Insurance Requirements of Contractor 8.4 Special Conditions of Agreement(Section 00800). 8.5 Plans, consisting of sheets numbered 1 through 75 inclusive with attachments with each sheet bearing the following general title: Traffic Signal Installation - Southfork Drive at CR 90 and CR 94 8 6 Instructions to Bidders and CONTRACTOR's Bid Proposal, including any Addenda referenced therein. 8.7 Technical Specifications for the Work. 8 8 The following, which may be delivered or issued after this Agreement becomes effective: Any Change Orders or other documents amending, modifying, or supplementing the Contract Documents in accordance with the General Conditions. There are no Contract Documents other than those listed above m this Article 8 The Contract Documents may only be amended, modified or supplemented as provided in the General Conditions. 02/2008 00500 -4.of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Article 9 MISCELLANEOUS 9 1 Terms used in this Agreement which are defined in Section 1, "Definitions and Interpretations" of the General Conditions will have the meanings indicated m the General Conditions. 9.2 No assignment by a party hereto of any rights under or interests m the ContractDocuments will be binding on another party hereto without the written consent of the party sought to be bound, and specifically but without limitation moneys that may become due and moneys that are due may not be assigned without such consent (except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment, no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 9.3 OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and legal representative to the other party hereto, its partners, successors, assigns and legal representatives in respect of all covenants, agreements and obligations contained in the Contract Documents. 9 4 CONTRACTOR agrees to warranty the Work for a period of one (1) year from Substantial Completion against defects in materials and workmanship. CONTRACTOR agrees to repair or replace any defective work within this warranty period m an expeditious manner at no additional cost to OWNER. 9.5 The Work will be completed according to the Contract Documents and in accordance with codes, ordinances, and construction standards of the City of Pearland, and all applicable laws, codes and regulations of governmental authorities. 9.6 In the event any notice period required under the Contract Documents is found to be shorter than any minimum period prescribed by applicable law, the notice period required shall be construed to be the minimum period prescribed by applicable law 9 7 This Contract and the Contract Documents, insofar as they relate in any part or m any way to the Work undertaken therein, constitute the entire agreement between the parties hereto, and it is expressly understood and agreed that there are no agreements or promises by and between said parties, except as aforesaid, and that any additions thereto or changes shall be m writing. 9.8 The provisions of this Contract shall be applied and interpreted in a manner consistent with each other so as to carry out the purposes and the intent of the parties,but if for any reason any provision is unenforceable or invalid, such provisions shall be deemed severed from this Contract and the remaining provisions shall be earned out with the same force and effect as if the severed provision had not been part of this Contract. 9.9 The headings of the paragraphs are included solely for the convenience of reference and if there is any conflict between the headings and the text of this Contract, the Contract text shall control. 02/2008 00500- 5 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 9 10 The waiver of any breach hereof shall not constitute a waiver of any subsequent breach of the same or any other provision hereof. Failure by the OWNER in any instance to insist upon observance or performance by CONTRACTOR shall not be deemed a waiver by CONTRACTOR of any such observance or performance. No waiver will be binding upon OWNER unless in writing and then will be for the particular instance only Payment of any sum by OWNER to CONTRACTOR with knowledge of any breach or default will not be deemed a waiver of such breach or default or any other breach or default. 9 11 The CONTRACTOR acknowledges that the OWNER (through its employee handbook) considers the following to be misconduct that is grounds for termination of an employee of the OWNER. Any fraud, forgery, misappropriation of funds, receiving payment for services not performed or for hours not worked, mishandling or untruthful reporting of money transactions, destruction of assets, embezzlement, accepting matenals of value from vendors, or consultants, and/or collecting reimbursement of expenses made for the benefit of the OWNER. The CONTRACTOR agrees that it will not, directly or indirectly; cause an employee of the OWNER to engage in such misconduct. 02/2008 00500 -6 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement m duplicate. One counterpart each has been delivered to OWNER and one to CONTRACTOR. This Agreement will be effective upon execution and attestation by authorized representatives of the City of Pearland and upon the following date: Tarmac 'Lj Le I ,200. OWNER. CONTRACTOR. CITY OF PE• ' AND Ftv( 4- %mFFi e B Y• Title: C 1 Y 1A�Iar/ Title: z c. c Date: f Lv -0 l Date: 10--8 08 s s (Corporate Seal) ( ATTEST Sri:.ii. - — ATTEST La:9AI Address for giving notices 4/LJI7 MegilJ rtp. lA0-0,X 773-6./ Phone: a8 I,99.a. 3 03'O Fax. /)- qj.V. 3 it-3 Agent for service of process. goteee w. kumird,.: - END OF SECTION 02/2008 00500- 7 of 7 CITY OF PEARLAND PERFORMANCE BOND Section 00610 PERFORMANCE BOND STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS That of the City of _, County of , and State of Texas, as pnncipal, and authonzed under the laws of the State of Texas to act as surety on bonds for prmcipals, are held and finely bound,unto City of Pearland as Obligee (Owner), in the penal sum of$ for the payment whereof, the said Principal and Surety bind themselves, and their heirs,,administrators, 'executors, successors, and assigns,jointly and severally,by these presents. WHEREAS, the Pnncipal has entered into a certain written contract with the Owner, effective as of the day of _ , 20 , (the "Contract") to commence and complete the construction of certain improvements described as follows. Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 City of Pearland, Texas COP PN: T70041 BID NO.: 0908-39 which Contract, including the Contract Documents as defined therein, is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract Work and shall m all respects duly and faithfully observe and perform all and singular the covenants, conditions, and agreements in and by said Contract agreed and covenanted by the Principal to be observed and performed, and according to the true intent and meaning of said Contract and Contract Documents, then this obligation shall be void, otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined m accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract, or to the Work to be performed thereunder 12/2007 00610 - 1 of 2 CITY OF PEARLAND PERFORMANCE BOND Bond No. 105 152 094 Section 00610 PERFORMANCE BOND STATE OF TEXAS § COUNTY OF BRAZORIA § Florida Traffic KNOW ALL MEN BY THESE PRESENTS That Control Devices, Inc. of the City of Pearland, Texas , County of Brazoria , and State of Texas, as principal, and Travelers Casualty and Surety Company of America authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner), in the penal sum of$579,962.58 for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns,jointly and severally,by these presents WHEREAS, the Principal has entered into a certain written contract with the Owner, effective as of the 8 day of December , 20 08 , (the "Contract") to commence and complete the construction of certain improvements described as follows. Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 City of Pearland,Texas COP PN• T70041 BID NO.: 0908-39 which Contract, including the Contract Documents as defined therein, is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract Work and shall m all respects duly and faithfully observe and perform all and singular the covenants, conditions, and agreements in and by said Contract agreed and covenanted by the Principal to be observed and performed, and according to the true intent and meaning of said Contract and Contract Documents, then this obligation shall be void, otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract, or to the Work to be performed thereunder 12/2007 00610 - 1 of 2 C 4 CITY OF PEARLAND PERFORMANCE BOND IN WITNESS WHEREOF, dip said Principal and Surety have signed and sealed this mstrument m this 8 day of Deceber , 20 08. Principal Surety Florida Traffic Travelers Casualty d Sur-ty Control Devices, Inc Conpany of Ameri'a B Y B • enn H Purcell Title. Prze6rDe1 I Title. Attorney in Fact and Licensed Agent Address Address } 4417 South Main One Tower Square Pearland, Texas 77581 Hartford, CT 06183 Telephone: 9-8),qv, 3 03O Telephone: 860-277-3966 - - Fax. - ) �l�� 3 1/3 Fax. NOTICE. THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER, 1-800-252- 3439 END OF SECTION 12/2007 00610 - 2 of 2 CITY OF PEARLAND PAYMENT BOND Bond No 105 152 094 Section 00611 PAYMENT BOND STATE OF TEXAS § COUNTY OF BRAZORIA § Florida Traffic KNOW ALL MEN BY THESE PRESENTS That Control Devices, Inc. of the City of _Pearl and, Texas , County of Brazoria , and State of Texas, as principal, and Travelers Casualty and Surety Company of America authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee. (Owner), in the penal sum of$ :579,962.58 for the payment whereof, the said Pnncipal and Surety bind themselves, and their heirs, admimstrators, executors, successors, and assigns,jointly and severally,by these presents WHEREAS, the Principal has entered into a certain written contract with the Owner, effective as of the 8 day of_ December , 20 08 , (the "Contract") to commence and complete the construction of certain improvements described as follows Traffic Signal Installation Southfork Dr. at CR 90 and CR 94 City of Pearland,Texas COP PN• T70041 BID NO.: 0908-39 which Contract, including the Contract Documents as defined therein, is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor or material to him or a subcontractor m the prosecution of the Work provided for in said Contract, then, this obligation shall be void, otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract, or to the Work to be performed thereunder 07/2006 00611 1 of 2 CITY OF PEARLAND PAYMENT BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed tins instrument this 8 day of December . , 20 08 Principal Surety Florida Traffic Travelers Casualty and S Control Devices, Inc Company of America , tWifj.Z"7 By. By' p4 enn H. Purcell Title. r '! T Title: Attorney in Fact and Licensed Agent- Address Address: 4417 South Main One Tower Square Pearland, Texas 77581 Hartford, CT 06183 Telephone .,?9i GOO Telephone: 860-277-3966 Fax. 0-8/. cM.343 Fax. NOTICE THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER, 1-800-252- 3439. END OF SECTION 07/2006 00611 - 2 oft CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND Bond No. 105 152 094 Section 00612 ONE-YEAR MAINTENANCE BOND STATE OF TEXAS § I COUNTY OF BRAZORIA § Florida Traffic KNOW ALL MEN BY THESE PRESENTS That Control Devices, Inc. of the City of Pearland, Texas , County of Braxoria , and State of Texas, as principal, and Travelers Casualty and Surety Company of America authorized under the laws of the State of Texas to act as surety on.bonds for principals, are held and firmly bound unto City of Pearland as Obhgee (Owner), in the penal sum of$ 579,962 58 for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns,jointly and severally,by these presents. WHEREAS, the Principal has entered into a certain written contract with the Owner, effective as of the 8 day of December , 20 08 , (the "Contract") to commence and complete the construction of certain improvements described as follows. Traffic Signal IILtallation Southfork Dr at CR 90 and CR 94 City of Pearland,Texas COP PN: T70041 BID NO.: 0908-39 which Contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully correct all such work not in accordance with the Contract Documents discovered within the one-year period from the date of substantial completion, then this obligation shall be void, otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, 'shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work toibe performed thereunder 07/2006 00612 - ' CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND IN WITNESS WHEREOF, the said Pnncipal and Surety have signed and sealed this mstrument ° this_ 8 day of December , 20 08 , I Principal. Surety Florida Traffic Travelers Casualty an. Control Devices, Inc Co 'any of -rica By By arriar �, enn H. Purcell 4 = Title. 3Re IoiN-(- Title Attorney in Fact and Licensed Agent Address Address 4417 South Main One Tower Square Pearland, Texas 77581 Hartford, CT 06183 - _ Telephone: 33 0.750, 3R._;f7 Telephone: 860-277-3966 Fax. ®.7q.:: .3 fl3 Fax. NOTICE THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-F E TELEPHONE NUMBER; 1-800-252- 3439. END OF SECTION 07/2006 00612 - 2 of 2 1 , , State of Texas 4 Claim Notice Endorse ent To be attached to and form a part of Bond No 105 152 094, on behalf of Florida Traffic Control Devices, Inc,, as Pnncipal. In accordance with Section 2253 021(f) of the Texas Government Code and Section 53.202(6) of the Texas Property code any notice of claim to the named surety under this bond(s) should be sent to Travelers Casualty and Surety Company of America Principal Bond Off ce One Tower Square Hartford, CT 06183 Telephone: (860) 277-3966 WARNING:THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER POWER OF ATTORNEY TRAr--- VELERS, Farmington Casualty Company St.Paul Guardian Insurance Company Fidelity and Guaranty Insurance Company St.Paul Mercury Insurance Company Fidelity and Guaranty Insurance Underwriters,Inc. Travelers Casualty and Surety Company Seaboard Surety Company Travelers Casualty and Surety Company of America St.Paul Fire and Marine Insurance Company United States Fidelity and Guaranty Company Attorney-In Fact No. 219504 Certificate No.0 0248 5603 KNOW ALL MEN BY THESE PRESENTS.That Seaboard Surety Company is a corporation duly organized under the laws of the State of New York,that St.Paul Fire and Marine Insurance Company,St.Paul Guardian Insurance Company and St.Paul Mercury Insurance Company are corporations duly organized under the laws of the State of Minnesota,that Farmington Casualty Company,Travelers Casualty and Surety Company and Travelers Casualty and Surety Company of America are corporations duly organized under the laws of the State of Connecticut,that United States Fidelity and Guaranty Company is a corporation duly organized under the laws of the State of Maryland,that Fidelity and Guaranty Insurance Company is a corporation duly organized under the laws of the State of Iowa,and that Fidelity and Guaranty Insurance Underwriters,Inc.is a corporation duly organized under the laws of the State of Wisconsin(herein collectively called the"Companies"),and that the Companies do hereby make,constitute and appoint Glenn H.Purcell,J.Mark Whitehead Jr.,J.Mark Whitehead Sr.,and Lori K.Charles of the City of Altamonte Springs ,State of Florida their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above,to sign,execute,seal and acknowledge any and all bonds,recognizances,conditional undertakings and other writings obligatory in the nature thereof on behalf of the Companies in thembusiness o guaranteeing the fidelity of persons,guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required oror p �tvttedi r r�tc�tionss o-p�ceedings allowed by law 1�t- ( �` ° 'IN WITNESS WHEREOF,the Companies have caused this instrynten�t to'be sined. d 1 e • ic+�co ,orate seals to be hereto affixed,this 16th day of January 2008 � � Farmington Casualty Cortipapy, 4 St.Paul Guardian Insurance Company Fidelity and Guaranty�Inst ra.,,�ceepmpany® St.Paul Mercury Insurance Company Fidelity and Guaranty Insuralice Underwriters,Inc. Travelers Casualty and Surety Company Seaboard Surety Company Travelers Casualty and Surety Company of America St.Paul Fire and Marine Insurance Company United States Fidelity and Guaranty Company GASu,V4r 0.xp A• / Jyp\0.E644 ITN INSG a11NSUg9 JP1Y AN° ems, p57'44 Mt V �4• 9ro G 4r y9¢ rQcpNPOR,,, t pJ yn� op9 p9 .e Nt?i 1977� PiCOAPORATED cE 4 4,4. i E5i —. 111 g•o0a"-`144•�, 2 HARTFORD. : ISCFIFORD,1'�'^195 /�� Jl �. CONN. n CONN. £G� 1 �i .E o.Fa SEAL;o, �d SERL.33 m .O l� 4' ,s c sv 'a1 f \, 4/ vs y� '`,�(� * +'(. 4�N!'�alNu�� l$.w.i.H�✓ 1S P?'/� 6.1 • ,.d� 1 •�'� AO WI State of Connecticut By• - City of Hartford ss. Georg Thompson,'enior ice President On this the 16th day of January 2008 before me personally appeared George W Thompson,who acknowledged himself to be the Senior Vice President of Farmington Casualty Company, Fidelity and Guaranty Insurance Company,Fidelity and Guaranty Insurance Underwriters,Inc. Seaboard Surety Company, St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company,Travelers Casualty and Surety Company,Travelers Casualty and Surety Company of America,and United States Fidelity and Guaranty Company and that he,as such,being authorized so to do,executed the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. p.TET In Witness Whereof,I hereunto set my hand and official seal. `� !A 't Nci\ AA. " C • My Commission expires the 30th day of June,2011 *Co,Ammo * Marie C.Tetreault,Notary Public 58440-5-07 Printed in U.S.A. WARNING:THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER • WARNING:THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER " This Power of Attorney is granted under and by the authority of the following resolutions adopted by the Boards of Directors of Farmington Casualty Company,Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., Seaboard Surety Company, St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company,Travelers Casualty and Surety Company,Travelers Casualty and Surety Company of America,and United States Fidelity and Guaranty Company,which resolutions are now in full force and effect,reading as follows: RESOLVED,that the Chairman,the President,any Vice Chairman, any Executive Vice President,any Senior Vice President,any Vice President,any Second Vice President,the Treasurer,any Assistant Treasurer,the Corporate Secretary or any Assistant Secretary may appoint Attorneys-in-Fact and Agents to act for and on behalf - of the Company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds,recognizances,contracts of indemnity,and other writings obligatory in the nature of a bond,recognizance,or conditional undertaking,and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her;and it is FURTHER RESOLVED,that the Chairman,the President,any Vice Chairman,any Executive Vice President,any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company,provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary;and it is FURTHER RESOLVED,that any bond,recognizance,contract of indemnity,or writing obligatory in the nature of a bond,recognizance,or conditional undertaking shall be valid and binding upon the Company when(a)signed by the President,any Vice Chairman,any Executive Vice President,any Senior Vice President or any Vice President,any Second Vice President,the Treasurer,any Assistant Treasurer,the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary;or(b)duly executed(under seal,if required)by one or more Attorneys-in-Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority; and it is FURTHER RESOLVED,that the signature of each of the following officers:President,any Executive Vice President,any Senior Vice President,any Vice President, any Assistant Vice President,any Secretary,any Assistant Secretary,and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys-in-Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof,and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding on the Company in the future with respect to any bond or understanding to which it is attached. I,Kori M.Johanson,the undersigned,Assistant Secretary,of Farmington Casualty Company,Fidelity and Guaranty Insurance Company,Fidelity and Guaranty Insurance Underwriters, Inc., Seaboard Surety Company, St. Paul Fire and Marine Insuranc�C®mpany, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company,Travelers Casualty and Surety Company,Travelers Casualty and Suret02pripanycoKimerica0V United States Fidelity and Guaranty Company do hereby certify that the above and foregoing is a true and correct copy of the Po er f.9ttornne ice"uigorbydOompanies,which is in full force and effect and has not been revoked. RL ' 4441°)- -01} jib,R. IN TESTIMONY WHEREOF,I have hereunto set my hand andtffixed the�,seal of"sai t panies this 4 day of )CiIt4 ,20 Da 1 rc- ‘(c 0 Kori M.Johans Assistant Secretary 2Ap4r y�y_e• tiN�n r S bFg ^`.ip�•�' �� N g�y cE v A ['R��p�RN F.° .VIN,Or•SRrgU pY.A ,� +1 b.�K,q e4 l g 4 0GASU1. e�� � INOAIED * ° P hD1982 O 1977 E i95v �9SU E2 7 Rhb: SE SS�7�L 1D aMAHfWRD• t°o ' aa., Oc¢ t 4MAN4a br 04 �tfle' To verify the authenticity of this Power of Attorney,call 1-800-421-3880 or contact us at www.travelersbond.com.Please refer to the Attorney-In-Fact number,the above-named individuals and the details of the bond to which the power is attached. WARNING:THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER CITY.OF PEARLAND ONE-YEAR MAINTENANCE BOND IN WITNESS WHEREOF, the said Pnncipal and Surety have signed and sealed this instrument this day of ,20_ Principal. Surety- By. By Title: Title: Address. Address: Telephone: Telephone: Fax. Fax. NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252- 3439. END OF SECTION 07/2006 00612- 2 of 2 Section 00615 PARTIAL WAIVER OF LIEN AND PAYMENT AFFIDAVIT The undersigned contracted with City of Pearland to furnish in connection with certain improvements to real property located in the City of Pearland, TX and owned by the City of Pearland which improvements are described as follows: In consideration of Pay Estimate No in the amount of$ the undersigned, on oath, states that all persons and firms who supplied labor and materials to the undersigned in connection with said Project have been fully paid by the undersigned for such work through In consideration of the payment herewith made, the undersigned does fully and finally release and hold harmless the City of Pearland and its surety, if any, through the above date from any and all claims, liens, or right to claim or lien, arising out of this Project under any applicable bond, law or statue. It is understood that this affidavit is submitted to induce payment of the above sum and for use by the City of Pearland in assuring the Owner and others that all liens and claims relating to the said Project furnished by the undersigned are paid. Signature Printed Name&Title Company Name State of County of Subscribed and sworn to,before me,this day of , 20 My Commission Expires: Notary Public Revised 12/31/07 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT TABLE OF CONTENTS Pat No. 1.0 DEFINITIONS AND INTERPRETATIONS 1 1 01 Owner, Contractor and Engineer 1 1 02 Contract Documents 1 103 Subcontractor 2 1 04 Wntten Notice 2 105 Work 2 1 06 Extra Work 2 1 07 Work Day 1 07-1 Rain Day 1 07-2 Weather Day 1 08 Calendar Day 2 1 09 Substantially Completed 3 1 10 Interpretation of Words and Phrases 3 1 11 Referenced Standards 1.12 Contract Time 3 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 3 2.01 Adequacy of Design 3 2.02 Right of Entry 4 2 03 Ownership of Drawings 4 2.04 Changes and Alterations 4 2.05 Damages 4 05/2007 00700-i CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 3 01 Owner-Engineer Relationship 5 3 02 Keeping of Plans and Specifications Accessible 5 3 03 Preliminary Approval 5 3 04 Inspection by Engineer 6 3 05 Determination of Questions and Disputes 6 3 06 Recommendation of Payment 6 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 7 4 01 Independent Contractor 7 4 02 Contractor's Understanding 7 4 03 Laws and Ordinances 7 4 04 Assignment and Sublettmg Q 4 05 Performance and Payment Bonds g 4 06 Insurance 8 4 07 Permits and Fees 8 4 08 Texas State Sales Tax 9 4 09 Contractor's Duty and Superintendence 9 4 10 Character of Workers 9 4 11 Labor, Equipment, Materials, Construction Plant and Buildings 9 412 Samtation 10 4 13 Cleaning and Maintenance 10 414 Performance of Work 10 4,15 Right of Owner to Accelerate the Work 1 p 4 16 Layout of Work to 4 17 Shop Drawings 10 05/2007 00700-ii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 418 Engineer-Contractor Relationship; Observations 11 419 Observation and Testing 11 4.20 Defects and Their Remedies 12 4.21 Liability for Proper Performance 12 4.22 Protection Against Accident To Employees and the Public 13 4.23 Protection of Adjoining Property 14 4.24 Protection against Claims of Subcontractors, Laborers, Matenalmen, and Furnishers of Machinery and Supplies 14 4.25 Protection Against Royalties or Patented Invention 15 4.26 Indemnification 15 4.27 Losses From Natural Causes 16 4.28 Guarantee 16 5.0 PROSECUTION AND PROGRESS 17 5 01 Time and Order of Completion 17 5 02 Extension of Time 17 5 03 Hindrances and Delays 18 5 04 Suspension of Work 18 5 05 Liquidated Damages for Delay 5 06 Change of Contract Time 5 07 Delays Beyond Owner's and Contractor's Control 18 6.0 MEASUREMENT AND PAYMENT 19 6 01 Discrepancies and Omissions 19 6 02 Quantities and Measurements 19 6 03 Estimated Quantities 19 6 04 Price of Work 19 05/2007 00700-iii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.05 Payments - 6.06 Partial Payments 20 6 07 Use of Completed Portions &Punchlist 21 6 08 Final Payment 22 6 09 Correction of Work Before Final Payment 23 6 10 Correction of Work After Final Payment 23 6 11 Payments Withheld 23 6 12 Delayed Payments 24 7.0 EXTRA WORK AND CLAIMS 24 7 01 Change Orders 24 7 02 Minor Changes 25 7 03 Extra Work 7 S 7 04 Time of Filing Claims ;6 8.0 DEFAULT 27 8 01 Default by Contractor 27 8 02 Supplementation of Contractor Forces 29 8.03 Cumulative Remedies & Specific Performance 29 8 04 Cross-Default 29 8 05 Insolvency 29 8 06 Contingent Assignment 30 8 07 Waiver of Consequential Damages 30 8 08 Termination for Convenience 30 8 09 Default by Owner 31 9.0 DISPUTE RESOLUTION 31 I ATTACHMENT NO 1 WORKERS' COMPENSATION INSURANCE COVERAGE Al 05/2007 00700-iv CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO 2. AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE 131 ATTACHMENT NO 3 OWNER'S INSURANCE REQUIREMENTS OF CONTRACTOR C I 05/2007 00700-v CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATIONS 101 OWNER, CONTRACTOR AND ENGINEER. The OWNER, the CONTRACTOR and the ENGINEER are those persons or organizations identified as such in the Agreement. The term ENGINEER as used in these General Conditions shall refer to the Engineer or Architect identified in the Agreement, as applicable, and means a person authorized to act as a representative of the entity designated by the OWNER to provide professional services required m connection with the preparation and performance of this Contract. The Owner's representative on the project site shall be the Construction Manager or Engineer as designated. 1 02 CONTRACT DOCUMENTS The Contract Documents shall consist of all of the documents identified in Article 8 of the Standard Form of Agreement, which documents, excluding the Plans and such documents as may be delivered or issued after the Effective Date of the Agreement, as referenced in Article 8, shall be bound together m a Project Manual for the Work. All references to the "Contract" or the "Agreement" in these General Conditions of Agreement shall include the Contract Documents. The Contract Documents are complementary, and what is required by one shall be bmding as if required by all. In the event of any conflict among the Contract Documents, the Contract Documents shall govern in the following order (1) Modifications in wnting and signed by both parties, including any Change Orders; (2) Standard Form of Agreement; (3) Special Conditions of Agreement; (4) General Conditions of Agreement, including Attachment No 1 — Workers' Compensation Insurance Coverage, Attachment No 2 — Agreement for Final Payment and CONTRACTOR'S Sworn Release, and Attachment No 3 — Owner's Insurance Requirements of Contractor; (5) Addenda,if any; (6) Plans and Specifications referenced or included in the Project Manual, (7) Instructions to Bidders, (8) Bid Proposal, and (9) Exhibits. The following Exhibits, attached hereto, are incorporated herein, and are a part of this Contract: 05/2008 00700- 1 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT In the event a conflict or inconsistency remains between or within the Plans and Specifications or other Contract Documents, or the Contract Documents and applicable standards, codes and ordinances, CONTRACTOR shall provide the greater quantity or better quality, or CONTRACTOR shall comply with the more stringent requirements, as determined by ENGINEER Terms or phrases used in the Contract Documents with a well-known technical or construction industry meaning shall have such recognized meanings. References to standards, specifications, manuals or codes of any technical society, organization or association, or to the laws or regulations of any governmental authority, shall mean the latest in effect on the effective date of the Contract, unless otherwise stated in the Contract Documents. 1 03 SUBCONTRACTOR. The term "subcontractor", as employed herein,. includes those entities having a contract with the CONTRACTOR or a subcontractor for performance of work on the Project with a value meeting or exceeding 10% of the Contractor's TOTAL BASE BID for the work contemplated by these Contract Documents. OWNER shall have no responsibility to any subcontractor for performance of work on the Project contemplated by these Contract Documents, and any such subcontractor shall look exclusively to CONTRACTOR for any payments due subcontractor 1 04 WRITTEN.NOTICE. Written Notice shall be deemed to have been duly served if delivered in person to the individual or to a partner of the partnership or joint venture, or to an officer of the corporation or company for whom it is intended, or if delivered at or sent by Certified Mail, Return Receipt Requested, to the last known business address or registered office of such individual, partnership, joint venture or corporation or company, or to the address for giving notices listed in the Standard Form of Agreement. 1 05 WORK. Unless otherwise stipulated, the CONTRACTOR shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, services, insurance, and all water, light, power, fuel, transportation and all other facilities or services of any nature whatsoever necessary for the execution and completion of the Work described in the Standard Form of Agreement. Unless otherwise specified, all materials shall be new, and both workmanship and materials shall be of good quality The CONTRACTOR shall, if required by the ENGINEER as representative of the OWNER, furnish satisfactory evidence as to the kind and quality of materials. Materials or work described .m words;which so apphed have well-known, technical or trade meaning shall be held to refer to such recognized standards. All work shall be done and all materials shall be furnished in strict conformity with the Contract Documents. 1 06 EXTRA WORK. The term "Extra Work", as used in this Contract, shall be understood to mean and include all work that may be required by the ENGINEER. as representative of the OWNER, to be done by the CONTRACTOR to accomplish any change, alteration or addition to the work shown upon the plans. Extra work shall be authorized in writing by the ENGINEER prior to commencement. 05/2008 00700-2 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 1 07 WORK DAY As used herein, a"Work Day" is defined as any Monday through - Friday, not a legal holiday, and any Saturday or Sunday specifically approved by the OWNER, which the CONTRACTOR can perform six or more hours of work per the current construction schedule. CONTRACTOR agrees to request specific approval from the Construction Manager, in advance, to perform work on Saturdays or Sundays and in so doing agrees to pay all charges and costs for Inspection and or Construction Management services required during the performance of any such approved work. 1 07-1 RAIN DAY As used herein, is defined as any WORK DAY during which weather related conditions prevent the CONTRACTOR from performing four (4) or more consecutive hours of work on critical path items as identified in the current construction schedule. CONTRACTOR shall record Rain Days on the Pay Application each month for the review and possible approval by the OWNER. The approved Ram Day is then added to the Contract Time. (See 1 12 Contract Time below) 1 07-2 IMPACT DAY As used herein, is a day that is added to the CONTRACT TIME by the OWNER by Change Order to extend the Contract Time by one full Work Day (See 1 12 Contract Time below) Impact Days, once approved by the OWNER, shall extend the Contract Time on a one-to-one basis to replace a Work Day lost to conditions that prevented the CONTRACTOR from performing four 4 or more consecutive hours of work on cntical path items. Impact Days are added to the Contract Time by Change Order only at the end of the work and then only if, in the opinion of the OWNER, a time extension is warranted due to delays beyond the control of the Contractor and required to complete the work within the Contract Time. 1 08 CALENDAR DAY A "calendar day" is any day of the week, month, or year no days being excepted. Unless otherwise expressly provided, all references to "day(s)" shall mean calendar day(s) 1 09 SUBSTANTIALLY COMPLETED The terms "Substantially Completed", or "Substantially Complete" or "Substantial Completion" as used in this Contract, shall mean that all major process components of the facility or work have been made suitable for use or occupancy, including appropriate documentation from the equipment suppliers that all of the individual components have been installed in accordance with the specifications and manufacturer's recommendations,the installations have been approved by the ENGINEER and the items have met the start-up and testing requirements of the contract documents or is deemed to be in a condition to serve its intended purpose or requires only minor miscellaneous work and adjustment to achieve Final Completion and Acceptance as determined by the ENGINEER. Upon compliance with the above referenced cnteria, ENGINEER shall issue a Certificate of Substantial Completion. PARTIAL SUBSTANTIAL COMPLETION designation will be given on components of the Work that must be placed into service pnor to the completion of the entire Work. The contractor's One Year Warranty penod for these items shall begin on the date of Partial Substantial Completion as designated by the ENGINEER. The ENGINEER shall determine and make all such designations. 05/2008, 00700-3 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 110 INTERPRETATION OF WORDS AND PHRASES Whenever the words "directed", "permitted", "designated", "required", "ordered", "considered necessary", "prescribed" or words of like import are used, it shall be understood that the direction, requirement,permission, order, opinion designation or prescription of the ENGINEER as the OWNER's representative is intended. Similarly, the words "approved", "acceptable", "satisfactory" or words of like import shall mean that no exception is taken by ENGINEER, but does not relieve CONTRACTOR of responsibility for compliance with the Contract Documents. Whenever in the Specifications or Drawmgs of the Contract Documents, the terms of description of various qualities relative to finish,workmanship or other qualities of similar kind which cannot, from their nature,be specifically and clearly described and specified,but are necessarily described in general terms, the fulfillment of which must depend on mdividual judgment, then, in all such cases, any question of the fulfillment of said Specifications shall be.decided by the ENGINEER as the OWNER's representative, and said work shall be done in accordance with his interpretations of the meaning of the words, terms or clauses defining the character of the work. 111 REFERENCED STANDARDS. No provision of any referenced standard specification, or manual shall be effective to change the duties and responsibilities of the Owner, Engineer, Contractor, or their consultants, employees, or representatives from those set forth in the Contract Documents, nor shall it be effective to assign to the Engineer or its consultants, employees, or representatives any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibilities contrary to provisions of the Contract Documents. 1 12 CONTRACT TIME The term Contract Time as used herein, refers to the number of Calendar days provided to complete the work or the date, stated in the Agreement: (i)to achieve Substantial Completion, and (ii) to complete the Work so that it is ready for final payment as evidenced by ENGINEER's written recommendation of final payment in accordance with Paragraph 6 09 and as modified as a result of any authorized Extensions. The established Contract Time includes 40 Rain Days per year, based on the average number of rain days per year for the period of June 1898 to December 1996 as recorded by the Alvin Weather Center Record. The Contract Time shall only be extended by (a) the addition of Rain Days equal to the number of actual Rain Days m excess of 40 days per year and (b) the number of Impact Days granted for delays, in the opinion of the Owner,beyond the control of the Contractor The extension of the Contract Time shall be the CONTRACTOR's sole and exclusive remedy for delays. 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 2.01 NO WARRANTY OF DESIGN It is understood that the OWNER MAKES NO WARRANTY OF THE ADEQUACY, ACCURACY OR SUFFICIENCY OF THE PLANS AND SPECIFICATIONS OR ANY OTHER DESIGN DOCUMENTS, AND OWNER HEREBY EXPRESSLY DISCLAIMS ANY SUCH WARRANTY, EXPRESSED OR IMPLIED Prior to commencing each portion of the Work, CONTRACTOR shall carefully study and compare the relevant Contract Documents, shall observe conditions at the site affecting the Work, and shall take field measurements of existing conditions related to the Work. Any errors, omissions or inconsistencies in the Contract Documents noted by the CONTRACTOR, and/or any variance between the Contract Documents and applicable codes, standards or ordinances, shall be promptly 05/2008 00700-4 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT reported by CONTRACTOR to ENGINEER in writing as a Request for Information CONTRACTOR shall not proceed with the affected portion of the Work until it receive; ENGINEER's written response to such Request for Information, and then only in accordance with ENGINEER's.response. If CONTRACTOR fails to perform its obligations under this paragraph, CONTRACTOR shall pay such costs and damages to OWNER as would have been avoided if CONTRACTOR had reported any errors, omissions, inconsistencies or variances in the Contract Documents noted by CONTRACTOR or which should have been noted by a careful study of the Contract Documents. CONTRACTOR shall comply with the Contract Documents, all approved modifications thereof and additions and alterations thereto approved in writing by the OWNER. The burden of proof of such compliance shall be upon the CONTRACTOR to show that he has complied with the requirements of the Contract Documents and approved modifications thereof and all approved additions and alterations, thereto, as the same shall have been interpreted by the ENGINEER. 2.02 RIGHT OF ENTRY The OWNER reserves the right to enter the property or location on which the work herein contracted for is to be performed, constructed or installed, for itself or such agent or agents as it may select, for the purpose of inspecting the work, or for the purpose of performing, constructing or installing such collateral work as the OWNER may desire. The OWNER shall have the right to make inspections at all reasonable times, and the CONTRACTOR hereby waives any claims for extension of time and/or compensation for any loss or damage if his work shall be delayed by reason of such inspection, performance, construction or installation of collateral work. 2.03 OWNERSHIP OF DRAWINGS All drawings, specifications and copies thereon furnished by the OWNER shall not be reused on other work and, with the exception of the sets forming the part of the signed Contract Documents, are to be returned to the OWNER on request at the completion of the Work.All drawings and models are the property of the OWNER. 2.04 CHANGES AND ALTERATIONS The CONTRACTOR further agrees that the Owner may make such changes and alterations, additions and deletions as the OWNER may see fit, in the Work, including but not limited to changes in lme, grade, form, dimensions, plans or specifications for the Work herem contemplated, or any part thereof, either before or after the beginning of construction, without affecting the validity of this Contract and the corresponding Performance and Payment Bonds. If such changes or alterations or deletions diminish the quantity or the value of the Work to be done, they shall not constitute the basis for a claim for compensation or damages,including lost or anticipated profits on the Work that may be affected. If the amount of Work is increased and the work can fairly be classified under the specifications, such mcrease shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this Contract, otherwise, such additional work shall be paid for as provided under Article 7 hereof for Extra Work. In case the OWNER shall make such changes or alterations as shall make useless any Work already done or material already furnished or used in said Work,then the OWNER shall compensate the CONTRACTOR for any material or labor so used and for any actual loss occasioned by such change due to actual expenses incurred in preparation for the Work as originally planned. 05/2008 00700-5 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 2.05 DAMAGES In the event the OWNER is damaged m the course of the work by the act, negligence, omission, 'mistake or default of the CONTRACTOR, or should the CONTRACTOR unreasonably delay the progress of the work being done by others on the job so as to cause loss for which the OWNER becomes liable, then the CONTRACTOR shall reimburse the OWNER for such loss. 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 3 01 OWNER-ENGINEER RELATIONSHIP The ENGINEER shall serve as the OWNER'S representative during construction. The duties, responsibilities and limitations on the authority of the ENGINEER as the OWNER's representative during construction are set forth in the Contract Documents; and the ENGINEER shall not have authonty to extend the OWNER's liability or to bind the OWNER for any additional liability of any nature whatsoever without the written consent of the OWNER. Any communications by the OWNER to the CONTRACTOR regarding the Work shall be issued through the ENGINEER. It is the intent of this Agreement that there shall be no delay in the execution of the Work; therefore, written decisions or directions rendered by the ENGINEER as the OWNER's representative shall be promptly carried out, and any claim arising therefrom shall be resolved as provided in Article 7 Unless otherwise specified, it is mutually agreed between the parties to this Agreement that the ENGINEER shall have the authonty to issue wntten stop work orders whenever such stoppage may be necessary to insure the performance of the Work in accordance with the Contract Documents. 3 02 KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE. The ENGINEER shall furnish the CONTRACTOR with four (4) copies of all Plans and Specifications without expense to the CONTRACTOR, and the CONTRACTOR shall keep one full size copy of the same constantly accessible on the job site, with the latest revisions noted thereon. The CONTRACTOR shall be responsible for preserving the Plans and Specifications, timely and accurately updated, for reference and review by the OWNER or the ENGINEER and submittal of redlines during closeout. 3 03 PRELIMINARY APPROVAL. The ENGINEER shall not have the power to waive the obligations imposed under this Contract for the furnishing by the CONTRACTOR of new material of good quality, and for good and workmanlike performance of the Work as herein described, and in full accordance with the Contract Documents, without alteration, deletion or change. No failure or omission of the ENGINEER to discover, object to or condemn any non- conforming or defective work or material, or to stop work, shall release the CONTRACTOR from the obligation to fully and properly perform the Contract, including without limitation, the obligation to at once tear out, remove and properly replace any defective work or material at any time prior to final acceptance, upon discovery of such non-conforming or defective work or material. Any questioned Work may be ordered taken up or removed for inspection by the ENGINEER prior to final acceptance, and if found not to be in accordance with the Contract Documents, all expense of removing, inspection and repair or replacement shall be borne by the CONTRACTOR, otherwise the expense thus incurred shall be allowed as Extra Work and shall be paid for by the OWNER,provided that where inspection or approval is specifically required by the Specifications prior to performance of certain work, should the CONTRACTOR proceed with such work without 05/2008 00700-6 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT requestmg prior inspection or approval, he shall bear all expense of taking up, removing anc' replacing this work if so directed by the ENGINEER. 3 04 INSPECTION BY ENGINEER. The ENGINEER shall make penodic visits to the site to observe the progress and quality of the executed Work and to determine if such Work generally meets the essential performance and design features and the technical, functional mid/or engineenng requirements of the Contract Documents, and is in all other respects being performed in compliance with the Contract Documents. However, the ENGINEER shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on-site inspections to check the quality and/or quantity of the work, nor shall the ENGINEER be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident to the Work being performed or any part thereof. The ENGINEER shall use reasonable care to prevent deviation from the intent and substance of the Contract Documents by the CONTRACTOR m the performance of the Work and any part thereof and, on the basis of such on-site observations, will keep the OWNER informed of the progress of the work and will endeavor to guard the OWNER against defects and deficiencies in the Work of the CONTRACTOR. Notwithstanding any other provision of this Agreement or any other Contract Document, the ENGINEER shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the CONTRACTOR, any subcontractors, agents, servants or employees or any other person, firm or corporation performing or attempting to perform any of the Work. 3 05 DETERMINATION OF QUESTIONS AND DISPUTES In order to prevent delays and disputes and to discourage litigation, it is agreed that the ENGINEER shall, m all cases determine the quantities and qualities of the several kinds of Work, which are to be paid for under - this Contract. The ENGINEER shall determine all questions in relation to said Work and the construction thereof, as well as all claims, disputes and other matters in question between the CONTRACTOR and the OWNER relating to the execution or progress of the Work or the interpretation of the Contract Documents. In the event the ENGINEER shall become aware of or shall receive information that there is a dispute or a possible dispute as to the reasonable interpretation of the terms and conditions of the Contract Documents, or any other dispute or question, the ENGINEER shall, within a reasonable time, provide a wntten interpretation of the Contract Documents or a written decision on all questions arising relative to the execution of the Work, copies of which shall be delivered to all parties to the Contract. If the CONTRACTOR or OWNER desires to take exception to any directions, order, interpretation or instructions of the ENGINEER, CONTRACTOR or OWNER shall present any such claim to the ENGINEER in accordance with the provisions of Section 7 04 3 06 RECOMMENDATION OF PAYMENT The ENGINEER shall review the CONTRACTOR's application for payment and supporting documents, shall determine the amount owed to the CONTRACTOR and shall provide wntten recommendation to the OWNER for payment to the CONTRACTOR in such amount. Such recommendation of payment to CONTRACTOR shall constitute a representation to the OWNER of the ENGINEER's judgment that the work has progressed to the point indicated, to the best of his knowledge, information and belief; however, such recommendation of an application for payment to CONTRACTOR shall not be deemed an acceptance of any defective or non-conforming Work. Any recommendation o payment by the ENGINEER shall be subject to OWNER's nghts to withhold payment under - Section 6 11 and as otherwise provided in the Contract. 05/2008 00700-7 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4 01. INDEPENDENT CONTRACTOR. CONTRACTOR is, and shall remain, an independent contractor, solely responsible for the manner and method of completing the Work under this Contract, with full and exclusive power and authority to direct, supervise and control his own employees and to determine the means, method and manner of performing such Work, so long as such methods comply with the requirements of the Contract Documents, and do not adversely affect the completed improvements or any other property abutting or adjoining the Work area, the OWNER and ENGINEER being mterested only in the result obtained and conformity of such completed improvements to the Plans, Specifications and Contract Documents. The fact that the OWNER or ENGINEER as the Owner's representative shall have the right to observe CONTRACTOR's work during his performance and to carry out the other prerogatives which are expressly reserved to and vested in the OWNER and the ENGINEER hereunder, is not intended to and shall not at any time change or affect the status of the CONTRACTOR as an mdependent contractor with respect to either the OWNER or the ENGINEER as the OWNER's representative or to the CONTRACTOR's own employees or to any other person, firm or corporation. 4 02 CONTRACTOR'S UNDERSTANDING. It is understood and agreed that the CONTRACTOR has, by careful examination, satisfied himself as to the nature and location of the Work, the conformation of the ground, the character, quality and quantity of the matenals to be encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the Work, the general and local conditions, including but not limited to weather, access, lay down and storage areas, and all other matters which in any way affect the Work under this Contract. It is further understood that the CONTRACTOR has satisfied himself as to the terms, meaning, intent and requirements of all of the Contract Documents; and applicable laws, codes, regulations and ordinances. CONTRACTOR hereby warrants and represents that it has taken into consideration all of the foregoing factors, and CONTRACTOR shall perform the Work for the Contract Price and within the Contract Time. No verbal agreement or conversation with any officer, agent or employee of the OWNER or the ENGINEER, either before or after the execution of this Contract, shall affect or modify any of the terms or obligations herein contained. 4 03 LAWS AND ORDINANCES The CONTRACTOR shall at all times observe and comply with all federal, state or local laws, codes, ordmances, permits and regulations, regardless of whether the same are adopted before or after the execution of this Contract, which in any manner affect the Contract or the work, and shall indemnify, save and hold harmless the OWNER and the ENGINEER against any claim arising out of the violation of any such laws, ordinances and regulations, whether by the CONTRACTOR or his agents, employees, subcontractors or vendors. If the CONTRACTOR observes that the Plans and Specifications are at vanance with federal or state laws or codes or the ordinances or regulations of the City, he shall promptly notify the ENGINEER in wntmg, and any necessary changes shall be made as provided in the Contract for changes in the work. If the CONTRACTOR performs any work knowing it to be contrary to such laws, codes, ordinances, rules or regulations, or if CONTRACTOR reasonably should have known of any such violation, and without such notice to the ENGINEER, CONTRACTOR shall bear all costs arising therefrom. The OWNER is a Political Subdivision of the State of Texas, and the law from which it derives its powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions under which the OWNER may enter into contracts, shall be controlling and shall be considered as part of this Contract to the same effect as though embodied herein. Neither the act 05/2008 00700-8 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT of OWNER entering into this Contract, nor OWNER's performance hereunder, shall constitute ;, waiver of any immunity from suit enjoyed by OWNER under applicable law, all such nghts anc; defenses being hereby expressly reserved, notwithstanding any term or provision herein to the contrary The Code of Ordinances and other applicable regulations of the OWNER shall be deemed to be embodied in this Contract. The prevailing wage rates applicable to this Project shall be either Document 00811 _Wage Scale for Engineering Construction, or Document 00813 _Wage Scale for Buildmg Construction, or both, as set out m the Project Manual. 4 04 ASSIGNMENT AND SUBLETTING. The CONTRACTOR further agrees that he will retain personal control and will give his personal attention to the fulfillment of this Contract and that he will not assign, by power of attorney or otherwise, or sublet said Contract, or any rights, duties or obligations arising thereunder, in whole or in part, without the pnor written consent of the OWNER, and that no part or feature of the Work will be sublet to anyone objectionable to the ENGINEER or the OWNER. In addition, the OWNER reserves the right to disapprove the subletting of this Contract or any portion hereof on any basis whatsoever The CONTRACTOR further agrees that the subletting of any portion or feature of the Work or materials required in the performance of this Contract shall not relieve the CONTRACTOR from his obligations to the OWNER, as provided for by this Agreement. 4 05 PERFORMANCE, PAYMENT AND MAINTENANCE BONDS In the event the Contract Price shall be m excess of $25,000 00, the CONTRACTOR shall execute separate Performance,Payment and Maintenance Bonds, each in the sum of one hundred percent(100%) o the Contract Price, and each in accordance with the provisions of Chapter 2253 of the Texas Government Code. If the Contract Price does not exceed $25,000 00, the statutory bonds will not be required. All required Bonds shall be payable to OWNER and on forms approved by the OWNER, and shall be executed by a corporate surety in accordance with Article 719-1 of the Texas Insurance Code. It is agreed that the Contract shall not be in effect until such original Performance, Payment and Maintenance Bonds are delivered to and approved by the OWNER. The cost of the premium for the Performance, Payment and Maintenance Bonds shall be included in the CONTRACTOR's Bid Proposal. 4 06 INSURANCE. The CONTRACTOR, at his own expense, shall procure, maintain and keep in force throughout the duration of the Work, and throughout the Guarantee Period, insurance as specified in Attachment No. 1 hereto with regard to Workers' Compensation Insurance, and as specified in Attachment No 3 hereto with.regard to all other Insurance. Such insurance shall be carried with an insurance company licensed to transact business in the State of Texas and shall cover all operations in connection with this Contract, whether performed by the CONTRACTOR or a subcontractor, or others for whom CONTRACTOR is responsible. 4 07 PERMITS AND FEES Unless otherwise provided in the Contract Documents,the Contractor shall secure and pay for all permits, licenses, and mspections necessary for proper execution and completion of the Work, and which are legally required at the time bids are received. Permits required by the City of Pearland will be issued as a NO FEE permit. 05/2008 00700-9 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 08 TEXAS STATE SALES TAX. Materials incorporated mto this project are exempt from State Sales accordmg to provisions of the Texas Tax Code, Chapter 151, Subsection H. The Contractor must obtain a limited sales, excise and use tax permit or exemption certificate which shall enable him to buy the materials to be incorporated into the Work without paying tax at due time of purchase. 4 09 CONTRACTOR'S DUTY AND SUPERINTENDENCE. The CONTRACTOR shall give adequate attention to the faithful prosecution and completion of this Contract and shall keep on the work, during its progress, a competent superintendent and any necessary assistants, all satisfactory to the ENGINEER as the OWNER'S representative. The supenntendent shall represent the CONTRACTOR in his absence and shall act as the agent of the CONTRACTOR, and all directions given to him shall be binding as if given to the CONTRACTOR. Adequate supervision by competent and reasonable representatives of the CONTRACTOR is essential to the proper performance of the Work, and lack of such supervision shall be an act of default, and grounds for suspending operations of the CONTRACTOR. The Work, from its commencement to completion, shall be under the exclusive charge and control of the CONTRACTOR, and all nsk in connection therewith shall be borne by the CONTRACTOR. Neither the OWNER nor the ENGINEER as the OWNER's representative will be responsible for the acts or omissions of the CONTRACTOR, its subcontractors or any of its agents or employees, or any other persons performing any of the Work. 4 10 CHARACTER OF WORKERS The CONTRACTOR agrees to employ only orderly and competent workers, skillful m the performance of the type of work required under this Contract, to do the Work, and agrees that whenever the ENGINEER shall inform him m wnting that any worker or workers on the Work are, m his opinion, incompetent, unfaithful or disorderly, or in the ENGINEER's opinion, are not using their best efforts for the progress of the Work, such worker or workers shall be discharged from the Work and shall not again be employed on the Work without the ENGINEER's written consent. OWNER reserves the right to object to any proposed subcontractor 411 LABOR, EQUIPMENT, MATERIALS, CONSTRUCTION PLANT, AND BUILDINGS The CONTRACTOR shall provide all labor, services, tools, equipment, machinery, supplies, facilities, utilities and materials necessary in the prosecution and completion of this Contract where it is not otherwise specifically provided that the OWNER shall furnish same; and further, the CONTRACTOR shall be responsible for the care, preservation, conservation and protection of all materials, supplies, machinery, equipment, tools, apparatus, accessories, facilities, all means of construction and any and all parts of the Work, whether the CONTRACTOR has been paid, partially paid or not paid for such Work, until the entire Work is completed and accepted. The building or placement of structures for housing workers or offices, or the erection of tents or other forms of protection,will be permitted only with the ENGINEER's wntten permission, and at such places as the ENGINEER shall direct, and the sanitary conditions of the grounds in or about such structures shall at all times be mamtained in a manner satisfactory to the ENGINEER. Any structures of any nature constructed, placed or erected by the CONTRACTOR for the purposes 05/2008 00700-10 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection, ,) placement or construction thereof; and the CONTRACTOR agrees to indemnify and hold till, ENGINEER or OWNER harmless from any claims of any nature whatsoever brought agamst either of them for damages allegedly sustained by anyone by reason of the erection, placement, construction or maintenance of CONTRACTOR's buildings or structures. 4 12 SANITATION Necessary sanitary conveniences for the use of laborers and others on the Work site, properly secluded from public observation, shall be constructed and maintained by the CONTRACTOR in such manner and at such points as shall be approved by the ENGINEER, and their use shall be strictly enforced. Any structures of any nature constructed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection or construction thereof, and the CONTRACTOR agrees to indemnify and hold the ENGINEER and OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, construction or maintenance of CONTRACTOR's buildings. 4 13 CLEANING AND MAINTENANCE. The CONTRACTOR shall at all times keep and maintain the premises free from accumulation of debris, trash and waste, and at the completion of the Work, he shall remove all such debris, trash and waste, and also his tools, scaffolding and surplus materials, and shall leave the Work broom-clean or its equivalent. The Work shall be left in good order and condition. In case of dispute, the OWNER may remove the debris;trash,waste and surplus materials, and charge the cost to the CONTRACTOR. 4 14 PERFORMANCE OF WORK. It is further agreed that it is the intent of this ) Contract that all Work must be done and all material must be furnished in accordance with the generally accepted practice for such materials furnished or work completed, unless otherwise provided in the Contract Documents. 4 15 RIGHT OF OWNER TO ACCELERATE THE WORK. If at any time the methods or equipment used by the CONTRACTOR, or the work force supplied are found to be inadequate to achieve the progress required to Substantially Complete the Work within the Contract Time, the OWNER or the ENGINEER as the OWNER's representative, may order the CONTRACTOR in writing to supplement its forces and/or equipment, or work shifts or overtime, or otherwise improve its efficiency and rate of progress to achieve Substantial Completion of the Work within the Contract Time, and the CONTRACTOR shall comply with such order, at its own cost and expense. 416 LAYOUT OF WORK. Except as specifically provided herein, the CONTRACTOR shall be responsible for laying out work and shall accomplish this work in a manner acceptable to the ENGINEER and in conformance with the Contract Documents. 4 17 SHOP DRAWINGS The CONTRACTOR shall submit to the ENGINEER, with such promptness as to cause no delay in lus own Work or in that of any other contractor, six (6) checked copies, unless otherwise specified, of all shop and/or setting drawings and schedules required for the work of the various trades. Contractor will check and approve shop drawings for — compliance with requirements of Contract Documents and will so certify by stamp on eacl drawing prior to submittal to ENGINEER. Any drawings submitted without Contractor's stamp of approval will not be considered and will be returned to him for proper submission. The ENGINEER shall pass upon them with reasonable promptness,indicating desired corrections. 05/2008 00700- 11 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT The CONTRACTOR shall make any corrections required by the ENGINEER, file with him two (2) corrected copies and furnish such other copies as may be needed. The ENGINEER's approval of such drawings or schedules shall not relieve the CONTRACTOR from responsibility for deviations from the Contract Documents, unless he has, in writing, called the ENGINEER's attention to such deviations at the time of the submission, and the ENGINEER has acknowledged and accepted such deviations in writing, nor shall it relieve him from responsibility for errors of any sort m shop drawings or schedules. It shall be the CONTRACTOR's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform the required Contract Work in accordance with. the Plans and Specifications and Contract Documents, and within the Contract Time. Such review by the ENGINEER shall be for the sole purpose of determining the apparent sufficiency of said drawings or schedules to result in finished improvements in conformity with the Plans and Specifications and Contract Documents, and shall not relieve the CONTRACTOR of his duty as an independent contractor as previously set forth, it being expressly understood and agreed that the ENGINEER does not assume any duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in relation to the safety of either person or property during CONTRACTOR's performance hereunder, and any action taken by the ENGINEER shall not relieve the CONTRACTOR of his responsibility and liability to comply with the Contract Documents. 4 18 ENGINEER-CONTRACTOR RELATIONSHIP; OBSERVATIONS It is agreed by the CONTRACTOR that the ENGINEER, as the OWNER's representative, shall be and is hereby authorized to appoint such subordinate engineers, representatives or observers as the said ENGINEER may from time to time deem proper to observe the materials furnished and the Work done under this Agreement. The CONTRACTOR shall furnish all reasonable aid and assistance required by the subordinate engineers, representatives or observers for the proper observation and examination of the work. The CONTRACTOR shall regard and obey the directions and instructions of any subordinate engineers, representatives or observers so appointed, when such directions and instructions are consistent with the obligations of this Agreement and the Plans and Specifications and Contract Documents, provided, however, should the CONTRACTOR object to any orders by any subordinate engineer, representative or observer, the CONTRACTOR may, within three(3) days,make written appeal to the ENGINEER for his decision. 419 OBSERVATION AND TESTING The OWNER or the ENGINEER as the OWNER's representative shall have the right at all reasonable times to observe, inspect and test the Work. The CONTRACTOR shall make all necessary arrangements and provide proper facilities and access for such observation, inspection and testing at any location wherever Work is in preparation or progress. The CONTRACTOR shall ascertain the scope of any observation, inspection or testing which may be contemplated by the OWNER or the ENGINEER and shall give ample notice as to the time each part of the Work will be ready for such observation, inspection or testing. The OWNER or the ENGINEER may reject any Work found to be defective or not m accordance with the Contract Documents, regardless of the stage of its completion or the time or place of discovery of such deficiencies, and regardless of whether the ENGINEER has previously accepted the Work through oversight or otherwise. If any Work is covered without approval or consent of the OWNER, it must, if requested by the OWNER or the ENGINEER, be uncovered for examination, at the sole expense of the CONTRACTOR. In the event that any part of the Work is being fabricated or manufactured at a location where it is not convenient for the OWNER or the 05/2008 00700- 12 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ENGINEER to make observations of such Work or require testing of said Work, then in suci event, the OWNER or the ENGINEER may require the CONTRACTOR to furnish the OWNEI or the ENGINEER with certificates of inspection, testing or approval made by independent persons competent to perform such tasks at the location where that part of the work is being manufactured or fabricated. All such tests will be in accordance with the methods prescribed by the Amencan Society for Testing and Materials or such other applicable organization as may be required by law or the Contract Documents. If any Work, which is required to be inspected, tested or approved, is covered up without wntten approval or consent of the OWNER or the ENGINEER, it must, if requested by the OWNER or the ENGINEER, be uncovered for observation and testing, at the sole expense of the CONTRACTOR. The cost of all such inspections, tests and approvals shall be borne by the CONTRACTOR unless otherwise provided herein. Any Work which fails to meet the requirements of such tests, inspections or approval, and any Work which meets the requirements of any such tests or approval but does not meet the requirements of the Contract Documents shall be considered defective. Such defective Work and any other work affected thereby shall be corrected at the CONTRACTOR'S expense. Neither observations by the OWNER or by the ENGINEER, nor inspections, certifications, tests or approvals made by the OWNER, the ENGINEER or other persons authorized under this Agreement to make such mspections, tests or approvals, shall relieve the CONTRACTOR from his obligation to perform the Work in accordance with the requirements of the Contract Documents. 4.20 DEFECTS AND THEIR REMEDIES. It is further agreed that if the Work or any part thereof or any material brought on the site of the Work for use in the Work or selected for the same, shall be deemed by the ENGINEER as unsuitable or not in conformity with the Plans and Specifications or Contract Documents, the CONTRACTOR shall, after receipt of written notice thereof from the ENGINEER, forthwith remove such material and rebuild or otherwise remedy such Work so that it shall be in full accordance with this Contract, It is further agreed that any such remedial action contemplated herein shall be at CONTRACTOR's expense. 4.21 LIABILITY FOR PROPER PERFORMANCE. Engineering construction drawmgs and specifications, as well as any additional instructions and information concerning the Work to be performed, passing from or through the ENGINEER, shall not be mterpreted as requiring or allowing the CONTRACTOR to deviate from the Plans and Specifications or the Contract Documents, the intent of such drawings, specifications and any other such mstructions being to define with particulanty the agreement of the parties as to Work the CONTRACTOR is to perform. CONTRACTOR shall be fully and completely liable and contractually bound, at his own expense, for design, construction, installation and use or non-use of all items and methods instant to the performance of the Contract, includmg, without limitation, the adequacy of all temporary supports, shonng, bracing, scaffolding, machinery or equipment, safety precautions or devices, similar items or devices used by him during construction, and work performed either directly or incident to construction, and for all loss, damage or injury mcident thereto, either to person or property, whether such damage be suffered by the ENGINEER, the OWNER or any other persor not a party to this Contract. 05/2008 00700- 13 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Any review of Work in progress or any visit or observation during construction, or any clarification of Plans and Specifications or Contract Documents by the ENGINEER or OWNER, or any agent, employee or representative of either of them, whether through personal observation on the Project site or by means of approval of shop drawings for construction or construction processes, or by other means or methods, is agreed by the CONTRACTOR to be for the purpose of observing the extent and nature of Work completed or being performed, as measured against the Plans and Specifications and Contract Documents, or for the purpose of enabling the CONTRACTOR to more fully understand the Plans and Specifications and Contract Documents so that the completed construction Work will conform thereto, and shall in no way relieve the CONTRACTOR from full and complete responsibility for proper performance of his Work on the Project, including, without limitation, the propriety of means and methods of the CONTRACTOR in performing said Contract, and the adequacy of any designs, plans or other facilities for accomplishing such performance. Any action by the ENGINEER or the OWNER in visiting or observing during construction, or any clarification of Plans and Specifications or Contract Documents shall not constitute a waiver of CONTRACTOR'S liability for damages as herein set out. Deviation by the CONTRACTOR from Plans and Specifications or Contract Documents,whether called to the CONTRACTOR's attention or not, shall in no way relieve CONTRACTOR from his responsibility to complete all work m accordance with said Plans and Specifications and Contract Documents, and further shall not relieve CONTRACTOR of his liability for loss, damage or injury as herein set out. 4.22 PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC The CONTRACTOR shall be solely responsible for the safety of himself, his employees and all other persons, as well as for the protection of the improvements being erected and the property of himself or any other person, as a result of his operations hereunder The CONTRACTOR shall take out and procure a policy or policies of Workers' Compensation Insurance with an insurance company licensed to transact business in the State of Texas, which policy shall comply with the Workers' Compensation laws of the State of Texas. The CONTRACTOR shall at all times exercise reasonable precautions for the safety of employees and others on or near the Work and shall comply with all applicable provisions of federal, state and municipal laws and building and construction codes. All machinery and equipment and other physical hazards shall be guarded,as a minimum, in accordance with the "Manual of Accident Prevention in Construction" of the Associated General Contractors of America, except where incompatible with federal, state or municipal laws or regulations. The CONTRACTOR shall provide all necessary machinery guards, safe walkways, ladders, bridges, gangplanks, barricades, fences, traffic control, warning signs and other safety devices. No alcoholic beverages, non-prescription drugs, or unsafe practices will be allowed on the Work site. CONTRACTOR shall dismiss anyone participating in any of the above from the Work site for the duration of the Project. Only, prescription drug uses with a doctor's authorization to perform construction activities will be allowed on the Work site. Violation of this provision is a default under the Contract. The use, possession, sale, transfer, purchase or being under the influence of alcohol, drugs or any other illegal or unlawful substance by CONTRACTOR or CONTRACTOR's employees, or CONTRACTOR's subcontractors and employees at any time at the Work site or while on company business is prohibited. CONTRACTOR shall institute and enforce appropriate drug testing guidelines and program. 05/2008 00700- 14 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT All accidents or injuries to CONTRACTOR's employees working on the job site must be reporter verbally and in writing to the ENGINEER immediately, and within no more than eight(8)hours. The safety precautions actually taken and their adequacy shall be the sole responsibility of the CONTRACTOR, in his sole discretion as an independent contractor Inclusion of this paragraph in the Agreement, as well as any notice•which may be given by the OWNER or the ENGINEER as the OWNER's representative concerning omissions under thus paragraph as the Work progresses, are intended as reminders to the CONTRACTOR of his duty and shall not be construed as any assumption of duty to supervise safety precautions by either the CONTRACTOR or any of his subcontractors. 4.23 PROTECTION OF ADJOINING PROPERTY The CONTRACTOR shall employ proper means to protect the adjacent or adjoining property or properties m any way encountered, which might be injured or seriously affected by any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction, and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjacent or adjoimng property THE CONTRACTOR AGREES TO INDEMNIFY, DEFEND, SAVE AND HOLD HARMLESS THE OWNER AND ENGINEER AGAINST ANY CLAIM OR CLAIMS FOR DAMAGES, LOSS, COSTS OR EXPENSES, INCLUDING BUT NOT LIMITED TO ATTORNEY'S FEES, DUE TO ANY INJURY TO ANY ADJACENT OR ADJOINING PROPERTY, ARISING OR GROWING OUT OF THE PERFORMANCE OF THE CONTRACT, REGARDLESS OF WHETHER OR NOT SUCH DAMAGE, LOSS, COST OR EXPENSE IS CAUSED IN PART BY THE NEGLIGENCE, GROSS NEGLIGENCE OR STRICT LIABILITY OF OWNER AND/OR ENGINEER. 4.24 PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS, LABORERS, MATERIALMEN AND FURNISHERS OF MACHINERY, EQUIPMENT AND SUPPLIES THE CONTRACTOR AGREES THAT HE WILL PROMPTLY PAY WHEN DUE, AND WILL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ALL CLAIMS GROWING OUT OF THE DEMANDS OF SUBCONTRACTORS, LABORERS, WORKERS, MECHANICS, MATERIALMEN AND FURNISHERS OF MACHINERY AND PARTS THEREOF, EQUIPMENT, POWER TOOLS AND ALL SUPPLIES, INCLUDING COMMISSARY, INCURRED IN THE FURTHERANCE OF THE PERFORMANCE OF THIS CONTRACT When so desired by the OWNER, the CONTRACTOR shall furnish satisfactory evidence that all obligations of the nature heremabove designated have been paid, discharged or waived. If the CONTRACTOR fails to do so, then the OWNER may, at the option of the OWNER, either pay directly any unpaid bills of which the OWNER has wntten notice, or withhold from the CONTRACTOR's unpaid compensation a sum of money deemed reasonably sufficient to liquidate any and all such claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payments to the CONTRACTOR shall be resumed in.full, in accordance with the terms of this Contract. Any and all communications between any parties under this paragraph shall be in wnting. Nothing contained in this paragraph or this Agreement shall create, establish or impose any relationship, contractual or otherwise,between OWNER and any subcontractor,laborer or supplre, of CONTRACTOR, nor shall it create, establish or impose any duty upon OWNER to pay or tc see to the payment of any subcontractor, laborer or supplier of CONTRACTOR. 05/2008 00700- 15 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.25 PROTECTION AGAINST ROYALTIES OR PATENTED INVENTION The CONTRACTOR shall pay all royalties and license fees and shall provide for the use of any design, device, material or process covered by letters patent or copyright, by suitable legal agreement with the patentee or owner thereof THE CONTRACTOR SHALL DEFEND ALL SUITS OR CLAIMS FOR INFRINGEMENT OF ANY PATENT OR COPYRIGHT AND SHALL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY LOSS OR LIABILITY ON ACCOUNT THEREOF, EXCEPT SUCH SUITS AND CLAIMS ARISING OUT OF A PARTICULAR DESIGN, DEVICE, MATERIAL OR PROCESS OR THE PRODUCT OF A PARTICULAR MANUFACTURER OR MANUFACTURERS SPECIFIED OR REQUIRED BY THE OWNER, PROVIDED, HOWEVER, IF CHOICE OF ALTERNATE DESIGN, DEVICE, MATERIAL OR PROCESS IS ALLOWED TO THE CONTRACTOR, OR IF CONTRACTOR KNEW OR SHOULD HAVE KNOWN OF THE PATENT OR COPYRIGHT AND FAILED TO PROMPTLY NOTIFY OWNER IN WRITING, THEN THE CONTRACTOR SHALL INDEMNIFY, DEFEND, SAVE AND HOLD THE OWNER HARMLESS FROM ANY LOSS OR LIABILITY ON ACCOUNT THEREOF 4.26 INDEMNIFICATION THE CONTRACTOR AGREES TO DEFEND, INDEMNIFY AND HOLD THE ENGINEER AND THE OWNER HARMLESS FROM ANY CLAIMS OR DEMANDS OF ANY NATURE WHATSOEVER MADE BY ANY EMPLOYEE, EMPLOYEES, AGENTS OR SUBCONTRACTORS OF CONTRACTOR, OR BY ANY UNION, TRADE ASSOCIATION, WORKER'S ASSOCIATION OR OTHER GROUPS, ASSOCIATIONS OR INDIVIDUALS, ALLEGEDLY REPRESENTING EMPLOYEES OF THE CONTRACTOR, IN ANY DISPUTE BETWEEN THE CONTRACTOR AND HIS EMPLOYEES, DIRECTLY OR INDIRECTLY INVOLVING, GROWING OUT OF OR ARISING FROM CLAIMS BY SUCH EMPLOYEES FOR WAGES, SALARY, COMPENSATION, BENEFITS, WORKING CONDITIONS OR ANY OTHER SIMILAR COMPLAINT OR CLAIM WHICH MAY BE MADE. THE CONTRACTOR, HIS SURETIES AND INSURANCE CARRIERS SHALL DEFEND, INDEMNIFY AND HOLD HARMLESS THE OWNER AND THE ENGINEER AND THEIR RESPECTIVE OFFICERS, REPRESENTATIVES, AGENTS AND EMPLOYEES FROM AND AGAINST ALL DAMAGES, CLAIMS, LOSSES, DEMANDS, SUITS, LIABILITIES, JUDGMENTS AND COSTS OF ANY CHARACTER WHATSOEVER, INCLUDING REASONABLE ATTORNEY'S FEES AND EXPENSES, AND SHALL BE REQUIRED TO PAY ANY JUDGMENT THEREFOR, WITH COSTS, WHICH MAY BE OBTAINED AGAINST THE OWNER AND/OR THE ENGINEER OR ANY OF THEIR OFFICERS, REPRESENTATIVES, AGENTS OR EMPLOYEES, ARISING OUT OF OR RESULTING FROM OR ALLEGEDLY ARISING OUT OF OR RESULTING FROM THE PERFORMANCE OF THE WORK, PROVIDED THAT ANY SUCH DAMAGES, CLAIM, LOSS, DEMAND, SUIT, LIABILITY, JUDGMENT, COST OR EXPENSE. (A) ARISES OUT OF OR RESULTS FROM IN WHOLE OR IN PART, OR ALLEGEDLY ARISES OUT OF OR RESULTS FROM IN WHOLE OR IN PART, ANY BREACH OF THIS AGREEMENT OR BREACH OF WARRANTY BY CONTRACTOR, OR 05/2008 00700-16 of 34 CITY OFPEARLAND GENERAL CONDITIONS OF AGREEMENT (B) IS ATTRIBUTABLE TO BODILY INJURY, SICKNESS, DISEASE OR DEATH OR INJURY TO OR DESTRUCTION OF TANGIBLE PROPERTY INCLUDING THE LOSS OF USE RESULTING THEREFROM,AND IS CAUSED IN WHOLE OR IN PART OR IS ALLEGEDLY CAUSED IN WHOLE OR IN PART BY ANY NEGLIGENT ACT OR OMISSION OF THE CONTRACTOR, ANY SUBCONTRACTOR, THEIR AGENTS OR EMPLOYEES OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY ONE OF THEM OR ANYONE FOR WHOSE ACTS ANY OF THEM MAY BE LIABLE, REGARDLESS OF WHETHER OR NOT IT IS CAUSED IN PART OR ALLEGEDLY CAUSED IN PART BY THE NEGLIGENCE, GROSS NEGLIGENCE OR STRICT LIABILITY OF OWNER, ENGINEER AND/OR A PARTY INDEMNIFIED HEREUNDER. Notwithstandmg the foregomg or anything in the Agreement to the contrary, m accordance with the provisions of Section 130 002 of the Texas Civil Practice and Remedies Code, CONTRACTOR shall not be obligated to indemnify or hold harmless the ENGINEER,his agents, servants or employees, from liability for damage that is caused by or results from defects in plans, designs or specifications prepared, approved or used by the ENGINEER, or negligence of the ENGINEER m the rendition or conduct of professional duties called for or ansmg out of any construction contract and the plans, designs or specifications that are a part of the construction contract, and arises from personal injury or death, property injury, or any other expense that arises from personal injury, death, or property injury This indemnity agreement is a continuing obligation, and shall survive notwithstanding completion of the Work, Final Payment, expiration of the warranty penod, termination of the Contract, and abandonment or takeover of the Work. CONTRACTOR's indemnification obligations hereunder shall not be limited by a limitation on amount or type of damages, compensation or benefits payable by or for the CONTRACTOR or a subcontractor under workers' compensation acts, disability benefit acts or other employee benefit acts, and shall not be limited by any limitation on amounts or coverage of insurance provided or to be provided under this Contract. 4.27 LOSSES FROM NATURAL CAUSES All loss, cost, expense or damage to the CONTRACTOR ansing out of the nature of the Work to be done or from any unforeseen circumstances in the prosecution of the same, or from the action of the elements, or from unusual obstructions or difficulties which may be encountered m the prosecution of the Work, shall be sustamed and.borne by the CONTRACTOR at his own cost and expense. 4.28 GUARANTEE. The CONTRACTOR hereby guarantees all the Work under the Contract to be free from defects or deficiencies in material in every particular and free from defects or deficiencies m workmanship; and against unusual damage from proper and usual use; and agrees to replace or to re-execute without cost to the OWNER such Work as may be found to be defective, deficient or otherwise not m conformance with the Contract Documents, and to make good all damages caused to other work or material, due to such defective Work or due to it. required replacement or re-execution. This guarantee shall cover a period of one year from the date of Substantial Completion or Partial Substantial Completion of Work under the Contract, as evidenced by the Certificate of Substantial Completion. Neither the Certificate of Substantial 05/2008 00700- 17 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Completion, Final Payment, nor any provision in the Contract Documents shall relieve the CONTRACTOR of the responsibility for defective, deficient or non-conforming material or workmanship during the period covered by the guarantee. The one-year period of guarantee will not limit the OWNER'S other rights under common law with respect to any defects, deficiencies or non-conforming Work discovered after one year If this one-year guarantee conflicts with other warranties or guarantees,the longer period of warranty or guarantee will govern. 5.0 PROSECUTION AND PROGRESS 5 01 TIME AND ORDER OF COMPLETION It is the meaning and intent of this Contract, unless otherwise herein specifically provided, that the CONTRACTOR shall be allowed to prosecute his Work at such times and seasons, in such order of precedence, and in such manner as shall be most conducive to economy of construction, provided, however, that the order and the time of prosecution shall be such that the Work shall be Substantially Completed as a whole and in part, in accordance with this Contract and the Contract Time; provided, also, that when the OWNER is havmg other work done, either by contract or by his own forces,the ENGINEER may direct the time and manner of constructing the Work done under this Contract, so that conflict will be avoided and the construction of the various works being done for the OWNER shall be harmonized, and the CONTRACTOR shall fully cooperate and coordinate its Work with OWNER or such other contractors. The CONTRACTOR shall submit, at such times as may reasonably be requested by the ENGINEER, schedules which shall show the order in which the CONTRACTOR proposes to carry on the Work, with dates on which the CONTRACTOR will start the several parts of the work, and estimated dates of completion of the several parts. Such schedules shall show completion of the Work within the Contract Time, and/or shall show such recovery efforts as CONTRACTOR intends to undertake in the event Substantial Completion of the Work is delayed. 5 02 EXTENSION OF TIME. The CONTRACTOR agrees that he has submitted his Bid Proposal m full recognition of the time required for the completion of this Project,taking into consideration the average climatic range and mdustnal conditions prevailing in this locality, and has considered the liquidated damage provisions as hereinafter set forth, and that he shall not be entitled to, nor will he request, an extension of time on this Contract, except when Substantial Completion of the Work has been delayed solely by any act or neglect of the OWNER, the ENGINEER, or any employee of either, by other contractors employed by the OWNER, by any approved change in the Work,by strikes, lockouts, fires, Acts of God, or by any other cause which the ENGINEER shall decide justifies the delay The CONTRACTOR shall give the ENGINEER prompt notice, in wnting and within three (3) days of the start of any such delay, of the cause of any such delay, and its estimated effect on the Work and the schedule for completion of the Work. Upon receipt of a written request for an extension of the Contract Time from the CONTRACTOR, supported by relevant and all requested documentation,the ENGINEER shall submit such written request, together with his wntten recommendation, to the OWNER for consideration. If the delay is not attributable in whole or in part to any act or omission of CONTRACTOR, its subcontractors or suppliers, and if the OWNER determines that CONTRACTOR is entitled to an extension of time under the terms of the Contract, the OWNER shall grant an extension of time for Substantial Completion of the Work, sufficient to compensate for the delay, and such extension of time shall be CONTRACTOR's sole and exclusive remedy, except as may be otherwise provided herein. No extensions of Contract Time shall be made for delays occurring prior to the Contractor's mobilization as defined in Section 01505 MOBILIZATION 05/2008 00700- 18 of 34 CITY OFPEARLAIVD GENERAL CONDITIONS OF AGREEMENT The Contract Time as defined m the Bid Proposal and other sections herem contains 400 Rain Days. The CONTRACTOR is required to keep record of all weather related delays and to submit the monthly count on each Pay Application. The Owner's Representative shall review and sign off on this record as a part of the Pay Application approval process every month. If, during preparation of the Balancing Change Order, the status of the work progress requires an extension of the Contract Time, Impact Days shall be added to the Completion Date equal to the total number of Weather or Impact Days approved less the original 40 days resident in the original Contract Time. The Addition of Weather or Impact Days will only alter the Contract Time when added by Change Order If the Work is completed prior to the Completion Date, No Days will be added. The addition of Weather or Impact Days shall be the CONTRACTOR's sole remedy for delays to the completion of the Work and their addition to the Contract Time shall not affect the Contract Pnce through any "per deim" adjustment to the General Conditions costs, Temporary Facilities costs or any other costs associated with the extension of the Contract Time. 5 03 HINDRANCES AND DELAYS. In executmg the Contract, the CONTRACTOR agrees that in undertaking to complete the Work within the time herein fixed, he has taken into consideration and made allowances for all mterference, disruption, hindrances and delays mcident to such Work, whether growing out of delays in securing material, workmen or otherwise. No claim shall be made by the CONTRACTOR for damages, loss, costs or expense resulting from mterference, disruption,hindrances or delays from any cause dunng the progress of any portion of the Work embraced in this Contract, except where the Work is stopped or suspended by order of the OWNER, or the ENGINEER as the OWNER's representative, and such stoppage or suspension is not attributable to any act or omission of CONTRACTOR. 5 04 SUSPENSION OF WORK. OWNER may, without cause, order the CONTRACTOR in wntmg to suspend the Work, m whole or in part, for such period of time as OWNER may request. The Contract Price and/or Contract Time shall be adjusted for any increase in the cost of or the time required for performance of the Work caused by such suspension. No adjustment shall be made to the extent performance was or would have been suspended by a cause for which CONTRACTOR is responsible, or to the extent an adjustment is made or denied under another provision of the Contract Documents. 5 05 LIQUIDATED DAMAGES FOR DELAY It is understood and agreed that time is of the essence, and that the CONTRACTOR will commence the Work on the date specified herein or in any Notice to Proceed, and will Substantially Complete the Work within the Contract Time. It is expressly understood and agreed, by and between the CONTRACTOR and the OWNER, that the time for the Substantial Completion of the Work described herein is reasonable time for the completion of the same, taking into consideration the average climatic range and conditions and usual industrial conditions prevailing m this locality The CONTRACTOR further agrees that a breach of this Contract as to completion on time will cause damage to the OWNER and that such damages cannot be accurately measured or that ascertainment will be difficult. Therefore, the parties agree that for each and every calendar day the Work or any portion thereof shall remain uncompleted after the expiration of the Contract Time, the CONTRACTOR shall pay, as liquidated damages and as a reasonable estimate of OWNER's damages, and not as a penalty, the amount set out in the Standard Form of Agreement. However, the foregoing agreement as to liquidated damages constitutes only an agreement by the OWNER and the CONTRACTOR as to the amount of damages which the OWNER will sustain by reason of the CONTRACTOR'S failure to complete the work within the Contract Time. Should 05/2008 00700- 19 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT the OWNER suffer damage by reason of any other breach by CONTRACTOR, the OWNER may recover such actual damages in addition to any liquidated damages due. The OWNER shall have the right to deduct and withhold the amount of any and all such damages whether it be the minimum amount stipulated above or otherwise, from any monies owing by it to said CON TRACTOR, or the OWNER may recover such amount from the CONTRACTOR and the sureties of his bond, all of such remedies shall be cumulative and the OWNER shall not be required to elect any one nor be deemed to have made an election by proceeding to enforce any one remedy 5 06 CHANGE OF CONTRACT TIME. The Contract Time may only be changed by a Change Order Any claim for an adjustment of Contract Time shall be based on written notice delivered by the party making such claim to the other party and to the ENGINEER promptly, but in no event later than ten (10) days after the event-giving rise to the claim. Notice of the extent of the claim, along with supporting data, shall be delivered within thirty (30) days of the occurrence and shall be accompanied by the claimant's wntten representation that the adjustment claimed is the entire adjustment to which the claimant has reason to believe it is entitled as a result of the occurrence of said event. All claims for adjustment in Contract Time shall be determined by the ENGINEER in accordance with the requirements of this paragraph. Contractor shall submit, as a minimum,the following data. A. Information showing that the time requested is not included in the existing Contract and in addition to the Contract. B Information documenting that the number of days requested is accurate for the event. C. Revised, current construction schedule showing that the time requested affects the project's critical path. 5 07 DELAYS BEYOND OWNER'S AND CONTRACTOR'S CONTROL. Where CONTRACTOR is prevented from completing any part of the Work within the Contract Time due to delays beyond the control of the OWNER and the CONTRACTOR, including, but•not linuted to, interference by utility owners or other contractors performing other work, Contractor shall be entitled to an extension of the Contract Time in an amount equal to the time lost. CONTRACTOR shall not be entitled to any increase in Contract Price as a result of such delays. IN NO EVENT SHALL OWNER BE LIABLE TO CONTRACTOR FOR DAMAGES ARISING OUT OF OR RESULTING FROM (i) Delays caused by, or within the control of, the CONTRACTOR, or (ii) Delays beyond the control of both parties including, but not limited to, interference by utility owners or other contractors performing other work, fires, floods, epidemics, abnormal weather conditions, acts of God, even if such delays are due in part to the negligence, other fault,breach of contract or warranty, violation of the Texas Deceptive Trade Act, or strict liability without regard to fault of OWNER. An extension of Contract time shall be CONTRACTOR's sole and exclusive remedy for any such delays. Delays attributed to, and within the control of, a Subcontractor or Supplier shall be deemed to be delays within the control of the CONTRACTOR. 6.0 MEASUREMENT AND PAYMENT 05/2008 00700-20 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6 01 DISCREPANCIES AND OMISSIONS. If the CONTRACTOR knows or reasonably should have known of any discrepancies or omissions in the Plans, Specifications or Contract Documents, he shall notify the ENGINEER and obtain a clarification by Addendum before the bids are received, and if no such request is received by the ENGINEER pnor to the opening of bids, then it shall be considered that the CONTRACTOR fully understands the Work to be performed and has provided sufficient sums in his Bid Proposal to complete the Work in accordance with the Plans and Specifications and Contract Documents. It is further understood that any request for clarification must be submitted no later than five(5) days prior to the opening of bids. 6 02 QUANTITIES AND MEASUREMENTS. No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length, area, volume, number and weight only shall be considered,unless otherwise specifically provided. 6 03 ESTIMATED QUANTITIES This Agreement, including the Specifications, Plans and Contract Documents, and including any estimates contained therein, is intended to convey all Work to be done and material to be furnished hereunder Where the estimated quantities are shown for the various classes of Work to be done and material to be furnished under this Contract, they are approximate and are to be used only as a basis for estimating the probable cost of the Work and for comparing the Bid Proposals offered for the Work. It is understood and agreed that the actual amount of Work to be done and the materials to be furnished under this Contract may differ from the estimates and that the items listed or estimated quantities stated, and/or any difference between estimated and actual Work, shall not give rise to a claim by the CONTRACTOR against the OWNER for loss, cost, expense, damages, unit price adjustment, quantity differences,unrecovered overhead or lost or anticipated profits, or other compensation. 6 04 PRICE OF WORK. It is agreed that it is the intent of this Contract that all Work described in'the Bid Proposal, the Plans and Specifications and other Contract Documents,is to be done for the prices bid by the CONTRACTOR and that such prices shall include all appurtenances necessary to complete the Work in accordance with the intent of these Contract Documents as interpreted by the ENGINEER, and all costs, expenses, bond and insurance premiums, taxes, overhead, and profit. In consideration of the furnishing of all the necessary labor, equipment and material and the completion of all Work by the CONTRACTOR, and upon the completion of all Work and the delivery of all materials embraced in this Contract in full conformity with the Contract Documents, the OWNER agrees to pay to the CONTRACTOR the prices set forth in the Standard Form of Agreement, for the material actually used and services actually performed, however, the OWNER does not assume any obligation to pay for any services or material not actually authorized and used. The CONTRACTOR hereby agrees to receive such pnces as payment m full for furnishing all materials and all labor required for the aforesaid Work, and for all expenses incurred by him, and for full performance of the Work and the whole thereof in the manner and according to this Agreement, the Plans and Specifications and Contract Documents, and the requirements of the ENGINEER. 6 05 PAYMENTS. No payments made or approvals or certificates given shall be considered as conclusive evidence of the performance of the Contract, either in whole or in part„ nor shall any certificate, approval or payment be considered as acceptance of defective, deficient - or non-conforming Work. CONTRACTOR shall, at any time requested during the progress of the Work, furnish the OWNER or the ENGINEER with an affidavit showing the CONTRACTOR's total outstanding indebtedness in connection with the Work. Before Final Payment is made, the 05/2008 00700-21 of 34 CITY OFPEARLAND GENERAL CONDITIONS OF AGREEMENT CONTRACTOR shall satisfy the OWNER, by affidavit or otherwise, that there are no unpaid claims due subcontractors, suppliers or laborers by reason of any Work under the Contract. Acceptance by CONTRACTOR of Final Payment shall constitute a waiver of any and all claims of whatsoever nature against OWNER, arising out of or related to the Contract, or the Work, or any acts or omissions of OWNER or ENGINEER,which have not theretofore been timely filed as provided in this Contract. 6 06 PARTIAL PAYMENTS. When the Contract Price is a lump sum amount,prior to the first Application for Payment, CONTRACTOR shall submit to ENGINEER for review and approval a Schedule of Values, which shall fairly allocate the entire Contract Price among the various portions of the Work and shall be prepared in such form and supported by such data to substantiate its accuracy as the ENGINEER may reasonably require. The Schedule of Values shall follow the trade divisions of the Specifications so far as practicable. Upon approval, this Schedule of Values shall be used by ENGINEER as the basis for reviewing the Contractor's Application for Payment. Applications for Payment shall indicate the percentage of completion of each portion of the Work as of the end of the period covered by the Application for Payment. On or before the tenth day of each month, the CONTRACTOR shall prepare and submit to the ENGINEER, for approval or correction, an application for partial payment, being a statement showing as completely as practicable, the total value of the Work done by the CONTRACTOR up to and including the twenty-fifth day of the preceding month, said statement shall also include the value of all conforming materials to be fabricated into the Work and stored in accordance with manufacturer's recommendation at the Work site only No payment will be made for materials stored until Owner has approved in wntmg storage at the Work site. The ENGINEER shall then review such statement and application for partial payment and the progress of the Work made by the CONTRACTOR and, within ten days after the date ENGINEER receives CONTRACTOR's application for payment, if the application is found to be accurate and correct and conforming to the requirements of the Contract Documents, the ENGINEER shall prepare a preliminary certificate for partial payment and shall deliver his preliminary certification for payment to the OWNER and the CONTRACTOR, or, if the ENGINEER finds that CONTRACTOR's application for payment contains an error or is otherwise disputed, he shall notify CONTRACTOR of such error or dispute, and shall prepare a preliminary certificate for partial payment for the undisputed amount of the application for payment due CONTRACTOR, and dehver it to the OWNER and CONTRACTOR. ENGINEER'S notice to CONTRACTOR that a bona fide dispute for payment exists shall include a list of the specific reasons for nonpayment The OWNER shall then pay the CONTRACTOR, within thirty (30) days of the date of ENGINEER's receipt of the application for payment, the undisputed balance due, less applicable retainage, and further less all previous payments and all further sums that may be retained or withheld by the OWNER under the terms of this Agreement. CONTRACTOR may submit a corrected application for payment after its receipt of the ENGINEER's notice of error or dispute, and such corrected application for payment shall be reviewed by the ENGINEER and disputed or paid under the same procedure and within the same time limits set out above. As a condition of any progress payment under this Agreement, CONTRACTOR shall execute and deliver to ENGINEER and OWNER a full release of all claims, direct or indirect, at law or in equity, ansmg out of or related to the Work to date, excluding retainage or any claims previously submitted as required under the terms of the Contract, and specifically identified and excluded by CONTRACTOR in the release. 05/2008 00700-22 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT OWNER shall be entitled to retain from each progress payment five percent (5%) of the amount thereof. Such retainage shall be retained until Final Completion and satisfaction of all conditions for Final Payment. It is understood, however, that in case the whole Work be near to completion, as certified by the ENGINEER, and some unexpected or unusual delay occurs, through no neglect or fault on the part of the CONTRACTOR, the OWNER may, upon written recommendation of the ENGINEER, pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR, at the OWNER'S option, may be relieved of the obligation to fully complete the Work, and thereupon, the CONTRACTOR shall receive, at the OWNER'S option, payment of the balance due him under the Contract for Work completed in accordance with the Contract Documents, subject to OWNER's rights to otherwise withhold or retain payments, and subject to the conditions set forth under"6 08 FINAL PAYMENT" The Owner at its option and m compliance with Texas law may reduce retainage to less than the above-stated percentages. 6 07 USE OF COMPLETED PORTIONS & PUNCHLIST The OWNER shall have the nght to take possession of and use any completed or partially completed portions of the Work, notwithstanding that the time for completing the entire work or such portions may not have expired, but such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the Contract Documents. If such prior use increases the cost of or delays the Work, the CONTRACTOR shall promptly and within three (3) days of OWNER's taking possession, give OWNER written notice of same, and CONTRACTOR may be entitled tc such extra compensation or extension of time, or both, as may be determined in accordance with the provisions of this Agreement. 6 08 SUBSTANTIAL COMPLETION The CONTRACTOR shall notify the OWNER AND ENGINEER, by letter executed by a duly qualified officer of CONTRACTOR, that in CONTRACTOR's opinion, the Work of the Contract, or an agreed portion thereof, is "Substantially Complete" Upon receipt, and within a reasonable time thereafter, of such notice, the ENGINEER and the CONTRACTOR shall jointly perform a walk-through and inspection of the Work to determine the status of all or the identified portion of the work, and shall prepare a detailed list of unfinished, incomplete, defective and/or non-conforming Work("Punchlist") If the ENGINEER determines that the Work is Substantially Complete in accordance with the Contract Documents, the ENGINEER shall issue to the OWNER and the CONTRACTOR a Certificate of Substantial Completion. OWNER shall have seven (7) days after receipt of Certificate to make wntten objection to the ENGINEER as to any provision of the Certificate or the attached list of non-conforming work. If ENGINEER concludes that the Work is not Substantially Complete, ENGINEER will, within fourteen (14) days, notify CON1'1tACTOR of the reason he believes the Work is not Substantially Complete. Upon Substantial Completion of the Work, ENGINEER will deliver to OWNER and CONTRACTOR a written recommendation as to division of responsibilities, pending final payment and acceptance, with respect to security, maintenance, utilities and damage to the Work, except as otherwise provided m the Certificate of Substantial Completion. NEITHER THE SUBSTANTIAL.COMPLETION OF THE WORK, NOR THE OMISSION OF AN ITEM FROM THE PUNCHLIST, SHALL EXCUSE THE CONTRACTOR FROM PERFORMING ALL 01 THE WORK UNDERTAKEN, WHETHER OF A MINOR OR MAJOR NATURE, AND THEREBY COMPLETING THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS The Certificate of Substantial Completion shall establish the time period within 05/2008 00700-23 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT which CONTRACTOR shall complete the Work for Final Acceptance by the Owner and ENGINEER. 6 08-1 OWNER shall have the right to exclude CONTRACTOR from the Work after the date of Substantial Completion, for security requirement reasons. OWNER may establish an access procedure to facilitate CONTRACTOR's uninterrupted access to the Work for the purposes of completing and correcting all items on the Punchlist in an expeditious manner 6 09 FINAL PAYMENT Final payment of the Retainage withheld from the Contract Pnce shall be made by the OWNER to the CONTRACTOR at such time as. (a) the Work,including all Change Orders and including all Punchlist work,has been fully completed in strict accordance with the Contract Documents; (b) the Contract has been fully performed except for the CONTRACTOR's responsibility to correct nonconforming Work during the warranty period set forth in the Contract Documents, and to satisfy other requirements,if any,which necessarily survive final payment; (c) CONTRACTOR delivers to OWNER a certificate evidencing that insurance required by the Contract Documents to remain in force after final payment is currently in effect and will not be cancelled or allowed to expire until at least 30 days pnor written notice has been given to OWNER, (d) CONTRACTOR delivers to OWNER a Consent of Surety,if any,to final payment; (e) CONTRACTOR delivers to OWNER a complete set of As-Built Drawings, reflecting all deviations from the Plans, Specifications and approved shop drawings in the Work actually constructed, and delivers all maintenance and operating manuals and/or instructions; (f) CONTRACTOR delivers to OWNER all building certificates required pnor to occupancy and all other required mspections/approvals/acceptances by city, county, state governmental entities or other authorities having jurisdiction, (g) CONTRACTOR delivers to OWNER assignments of all guarantees and warranties from subcontractors,vendors,suppliers or manufacturers, as well as names, addresses and telephone numbers of contacts for each subcontractor,vendor, supplier or manufacturer; (h) CONTRACTOR removes all equipment,tools,temporary facilities, surplus materials and rubbish from the site, and fmal cleans the site to OWNER's satisfaction, (i) CONTRACTOR delivers to OWNER a Full and Final Release and Affidavit of Bills Paid in the form attached hereto as Attachment No 2, executed by CONTRACTOR, 05/2008 00700-24 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (j) CONTRACTOR delivers to OWNER all other documentation required to be submitted to OWNER pursuant to the Contract Documents, including but not limited to any special guarantees or warranties, operation and maintenance manuals, etc' in each case in a form satisfactory to OWNER as determined in OWNER's sole discretion, and (k) the Final Application for Payment has been approved by the ENGINEER and OWNER. Acceptance of Final Payment by the CONTRACTOR shall constitute a waiver of all claims by CONTRACTOR against OWNER other than any claims previously made m writing by CONTRACTOR against OWNER, and still unsettled, and except for claims arising out of third party actions, cross-claims and counterclaims. No interest shall be due or payable by OWNER to CONTRACTOR on any sums retained or withheld by OWNER pursuant to the terms or provisions of the Contract Documents, except as otherwise provided by applicable law Neither the Certificate of Substantial Completion nor the Final Payment nor possession or acceptance of the Work shall relieve the CONTRACTOR of its obligation for correction of defective or non- conforming Work, or for fulfillment of any warranty, which may be required by law or by the Contract Documents. 6 10 CORRECTION OF WORK BEFORE FINAL PAYMENT The CONTRACTOR shall promptly remove from OWNER's premises all materials, equipment or Work which is defective or otherwise not in conformance with the Contract Documents, whether actually mcorporated in the Work or not, and CONTRACTOR shall, at his own expense, promptly replace such materials, equipment or Work with other materials conforming to the requirements of the Contract. The CONTRACTOR shall also bear the expense of restoring all work of CONTRACTOR or other contractors damaged by any such removal or replacement. If CONTRACTOR does not remove and replace any such unsuitable Work within a reasonable time after receipt of a written notice from the OWNER or the ENGINEER, the OWNER may remove, replace and remedy such work at CONTRACTOR's expense. 6 11 CORRECTION OF WORK AFTER FINAL PAYMENT If within one (1) year from the date of Substantial Completion or such longer period of time as may be prescribed by law or by the terms of any applicable special warranty required by the Contract Documents, any of the Work is found to be defective or not in accordance with the Contract Documents, CONTRACTOR shall, at its sole cost, correct it and any other work affected thereby promptly after receipt of a written notice from OWNER to do so In addition, CONTRACTOR shall be responsible for any damage to building contents, when such damage results from the CONTRACTOR's use of faulty materials or defective workmanship, to the extent such damage is not covered by OWNER's insurance. This warranty period shall renew and recommence for each corrected item of Work upon completion of the remedial work. This time period for correction by CONTRACTOR is in addition to, and not in lieu of; all warranties or remedies, which exist at common law or by statute. These warranty obligations shall survive the termination of this Contract, and shall be enforceable by a decree of specific performance, m addition to such other nghts and remedies available to OWNER at law or in equity 05/2008 00700-25 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 612 PAYMENTS WITHHELD The OWNER may withhold, or on account of subsequently discovered evidence nullify and demand immediate repayment of, the whole or part of any certificate for payment or payment, to such extent as may be necessary to protect OWNER from loss on account of: (a) Defective or non-conforming Work not remedied, (b) Claims filed or reasonable evidence indicating probable filing of claims; (c) Failure of the CONTRACTOR to make payments promptly to subcontractors or for material or labor; (d) Damage to another contractor, OWNER, existing improvements on the site, or to adjacent or adjoining property; (e) Reasonable doubt that the Work can be completed for the unpaid balance of the Contract amount; (f) Reasonable indication that the Work will not be completed within the Contract Time; (g) Failure on the part of the CONTRACTOR to execute any and all documents, releases or other documents presented to the CONTRACTOR for execution, as provided for herein or otherwise; (h) Liquidated or other damages due to late completion, and/or (i) Any breach by CONTRACTOR of this Contract or any other agreement between OWNER and CONTRACTOR. When the above grounds are removed to OWNER's satisfaction, the withheld payment shall be made promptly If the said causes are not so remedied, OWNER may remedy the same for CONTRACTOR's account, charge the entire cost thereof to CONTRACTOR and deduct such cost from the Contract Sum or from any payments due or to become due under any other agreement between OWNER and CONTRACTOR. 6 13 DELAYED PAYMENTS Should the OWNER fail to make payment to the CONTRACTOR when payment is due m accordance with the terms of the Contract Documents, any interest due CONTRACTOR for late payments shall accrue and be paid in accordance with the provisions of Chapter 2251 of the Texas Government Code, as amended, and payment of such interest shall fully liquidate and compensate any injury to the CONTRACTOR growing out of such delay in payment. Should OWNER fail to pay CONTRACTOR an undisputed amount due within the time limits provided in the Contract or applicable law, CONTRACTOR shall give the notice required and comply with the provisions of Section 2251 051 of the Texas Government Code, and shall thereupon be entitled to the rights and remedies provided therein. 05/2008 00700-26 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 7.0 EXTRA WORK AND CLAIMS 7 01 CHANGE ORDERS Without invalidatmg this Agreement, the OWNER may, at any time or from time to time, order additions, deletions or revisions to the Work; such changes will be authorized by Change Order to be prepared by the ENGINEER for execution by the OWNER and the CONTRACTOR. The Change Order shall set forth the basis for any change in Contract Pnce, as hereinafter set forth for Extra Work, and any change in Contract Time, which may result from the change. 7 02 In accordance with paragraph 1 07 Contractor's request to work weekends, The Owner's Construction Manager shall,upon receipt of written notice by the Contractor of the need to conduct work on otherwise non-Work Days, prepare a cost estimate for providing Construction Management and Inspection services during the requested period and submit this to both Owner and Contractor If approved by both parties the Construction Manager shall prepare a Deductive Change Order in the amount stated in the estimate for the signature of the Contractor and the Owner for inclusion in the next Pay Application. The Deductive Change Order must be signed and executed by both the Owner and Contractor prior to start of work on any non-Work Day 7 02 MINOR CHANGES The ENGINEER may authorize minor changes in the Work not inconsistent with the overall intent of the Contract Documents and not involving an increase v,, Contract Price or time. If the CONTRACTOR believes that any minor changes authorized by th ENGINEER involves Extra Work or entitles him to an increase in the Contract Price or the Contract Time, the CONTRACTOR shall give notice of same by written request to the ENGINEER for a written Work Order, with a copy to OWNER. Any such notice and request by the CONTRACTOR shall be given prior to beginning the changed work. CONTRACTOR's commencement of any minor change in the Work prior to such written notice and request shall constitute a waiver of any and all claims for an increase m the Contract Price or the Contract Time arising out of or related to such changed work. 7 03 EXTRA WORK. It is agreed that the CONTRACTOR shall perform all work under the direction of the ENGINEER when presented with a written Change Order, Work Change Directive or Work Order signed by the ENGINEER, subject, however, to the right of the CONTRACTOR to require written confirmation of such Change Order, Work Change Directive or Work Order by the OWNER. It is agreed that the basis of compensation or adjustment to the CONTRACTOR for work either altered, added or deleted by a Change Order or Work Change_ Directive, or for which a claim for Extra Work is made, shall be determined by one or more of the following methods Method(A) _ By Contract unit prices applicable to the work,if any; or Method(B) _ By agreed unit prices or agreed stipulated lump sum price; or 05/2008 00700-27 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Method(C)- If neither Method (A) nor Method (B) be agreed upon before the Extra Work is commenced, then the. CONTRACTOR shall be paid the "Actual Field Cost" of the work, plus five percent (5%), as full and final compensation for the Extra Work and all costs and expenses, direct or indirect, arising out of or related thereto In the event said Extra Work or Change Order or Work Change Directive work is performed and paid for under Method (C), then the provisions of this paragraph shall apply and the "Actual Field Cost" is hereby defined as the cost to the CONTRACTOR of all workers, such as foremen, timekeepers, mechanics and laborers, and materials, supplies, trucks, rentals of machinery and equipment, for the time actually employed or used on such alleged Extra Work or Change Order or Work Change Directive work, plus actual transportation charges necessarily incurred together with all power, fuel, lubricants, water and similar operating expenses,plus all necessary incidental expenses incurred directly on account of such Extra Work, including Social Security, Old Age Benefits and other payroll taxes, and a rateable proportion of premiums on Performance and Payment Bonds and Maintenance Bonds, Public Liability and Property Damage and Workers' Compensation, and all other insurance as may be required by law or ordinance, or the Contract Documents,plus all payments to subcontractors for such work. The ENGINEER may direct the form in which accounts of the "Actual Field Cost" shall be kept and the records of these accounts shall be made available to the ENGINEER. The ENGINEER or OWNER may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used, otherwise these matters shall be determined by the CONTRACTOR. Unless otherwise agreed upon, the pnces for the use of machinery and equipment shall be determined by using one hundred percent (100%), unless otherwise specified, of the latest schedule of Equipment. Ownership Expense adopted by the Associated General Contractors of Amenca where practicable. The five percent (5%) of the "Actual Field Cost" to be paid to the CONTRACTOR, shall cover and compensate him for his profit, overhead, and all other elements of cost and expense not embraced within the"Actual Field Cost" as herein defined, save that where the CONTRACTOR's field office must be maintained solely on account of such Extra Work, then the cost to maintain and operate the same shall be included in the "Actual Field Cost." No claim for Extra Work of any kind will be allowed unless ordered by the ENGINEER-m a written Work Order In case any orders or instructions, either oral or written, appear to the CONTRACTOR to involve Extra Work for which he should receive compensation or an adjustment in the Contract Time, he shall make written request to the ENGINEER for a written Work Order authorizing such Extra Work within ten (10) days of ENGINEER's orders or mstructions, otherwise the orders or instructions will be considered minor changes. The issuance of a Work Order by the ENGINEER shall not constitute or be construed as an agreement or acknowledgement by the ENGINEER that the work which is the subject of the Work Order is Extra Work outside the scope of the Contract Work, but shall merely constitute a direction to the CONTRACTOR to perform the work, and the CONTRACTOR shall proceed with the work, and shall keep an accurate account of the"Actual Field Cost" thereof, as provided under Method (C). Upon completion of the alleged Extra Work, the CONTRACTOR shall promptly and within ten ' (10) days submit his claim to the ENGINEER by proper certification and attestation, on forms provided by the ENGINEER. The ENGINEER shall render a written decision on CONTRACTOR's claim within ten (10) days. It is mutually agreed between the parties that the ENGINEER's decision on all claims or questions in relation to the Work, CONTRACTOR's 05/2008 00700-28 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT performance of the Work, any changes in the Work or Extra Work, the Contract Pnce and/or the Contract Time, shall be final and conclusive and binding upon the parties. If the ENGINEER shall fail to respond in wasting to CONTRACTOR's claim within thirty (30) days of the date of submission, or if CONTRACTOR shall dispute or object to ENGINEER's decision on any claim, and CONTRACTOR fails to file a Request for Mediation of such claim in accordance with the provisions of Article 9 0, within sixty (60) days after the date of submission to the OWNER, or such longer period as the parties may agree to in writing, the CONTRACTOR shall lose and forfeit his nght to make such claim for Extra Work at any later date, and all such claims held by the CONTRACTOR shall be deemed waived, forfeited and forever barred. CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pendmg claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 7 04 TIME OF FILING CLAIMS Except as otherwise provided herein, all questions of dispute or adjustment shall be in writing and filed with the ENGINEER within three (3) days after the ENGINEER has given any directions, order or instruction to which the CONTRACTOR desires to take exception. The ENGINEER shall reply within thirty (30) days to such written exceptions, and render his final decision in writing. It is mutually agreed between the parties that the ENGINEER's decision on all claims or questions in relation to the Work, CONTRACTOR'S performance of the Work, any changes m the Work or Extra Work, the Contract Price and/or the Contract Time, shall be final and conclusive and binding upon the parties. In case the CONTRACTOR should desire to appeal from the ENGINEER's decision, the CONTRACTOR may request a meeting between representatives of the OWNER and the CONTRACTOR for the purposes of appealing the ENGINEER's decision directly to the OWNER, such meeting to occur: within ten (10) days after the date of the CONTRACTOR's request, or such longer period as ma3, be agreed to by the parties m writing. If the CONTRACTOR shall still be aggrieved after a meeting with the OWNER and/or his representative, the CONTRACTOR shall have sixty (60) days after the date of the meeting, or such longer penod as the parties may agree to m writing, to file a Request for Mediation of such claim in accordance with the provisions of Article 9 0 In the event the CONTRACTOR shall fail, for any reason, to timely file a Request for Mediation, the OWNER shall be released of any and all liability, and the CONTRACTOR's failure to timely file a Request for Mediation shall constitute a waiver, forfeit and final bar of all such claims held by the CONTRACTOR against the OWNER. CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 8.0 DEFAULT 8 01 DEFAULT BY CONTRACTOR. In case the CONTRACTOR should abandon and fail or refuse to resume Work within five (5) days after wntten notification from the OWNER or the ENGINEER, or if the CONTRACTOR fails to comply with the orders of the ENGINEER when such orders are consistent with the Contract Documents, or if the CONTRACTOR otherwise defaults on its obligations under the Contract, OWNER shall have the right, if it so elects and without prejudice to any other rights it may have, after giving five (5) days wntten notice of default to CONTRACTOR and any surety, to terminate the Contract or any part thereof and/or to take over or cause others to take over the Work or any part thereof, and to complete such Work fu the account of CONTRACTOR. Where Performance and Payment Bonds exist, the sureties oil these bonds shall be directed to complete the Work in conjunction with the notice of default, and a copy of said notice shall be delivered to the CONTRACTOR. 05/2008 00700-29 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT After receiving said notice of default,the CONTRACTOR shall promptly and within no more than ' three (3) days, remove from the Work any machinery, equipment, or tools then on the job, not intended for incorporation into the Work. Should CONTRACTOR fail to promptly remove such machinery, equipment or tools, OWNER may remove such machinery, equipment or tools and store same at CONTRACTOR's expense; return such machinery, equipment or tools to their purported owner; or otherwise dispose of such machinery, equipment or tools as OWNER sees fit. Any materials, supplies and/or equipment delivered for use in the Work, may be used m the completion of the Work by the' OWNER or the surety on the Performance Bond, or another contractor in completion of the Work; it being understood that the use of such equipment, supplies and materials will ultimately reduce the cost to complete the Work and be reflected in the final settlement. Where there is no Performance Bond or in case the surety should fail to commence compliance with the notice for completion hereinabove provided for within ten (10) days after the service of such notice, then the OWNER may provide for completion of the Work in either of the followmg elective manners. (a) The OWNER may thereupon employ such force of workers and use such machinery, equipment, tools, materials and supplies as the OWNER may deem necessary to expeditiously complete the Work, and charge the expense of such labor, machinery, equipment, tools, materials and supplies to said CONTRACTOR, and expense so charged shall be deducted and paid by the OWNER out of such momes as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement or any other agreement between OWNER and CONTRACTOR. In case such expense is less than the sum which would have been payable under this Contract if the same had been completed by the CONTRACTOR, then said CONTRACTOR shall be credited with the difference. In case such expense is greater than the sum which would have been payable under this Contract if the same had been completed by such CONTRACTOR, then the CONTRACTOR and/or his surety shall promptly pay the amount of such excess to the OWNER upon demand, or (b) The OWNER, under sealed bids, under the times and procedures provided for by law, may let the contract for completion of the Work under substantially the same terms and conditions which are provided in this Contract. In case of any mcrease m cost to the OWNER under the completion contract, as compared to what would have been the cost under this Contract, such increase shall be charged to the CONTRACTOR, and the amount of such increase may be deducted by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement or any other agreement between OWNER and CONTRACTOR, or the CONTRACTOR and/or his surety shall promptly pay the amount of such increase to the OWNER upon demand. However, should the cost to complete any such completion contract prove to be less than what would have been the cost to complete under this Contract, the CONTRACTOR and/or his surety shall be credited therewith. 05/2008 00700-30 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT In the event of a default by CONTRACTOR, no further payments shall be made tc CONTRACTOR under the Contract until the Work is Finally Completed. When the Work shal, have been Finally Completed, the CONTRACTOR and his surety shall be so notified. A complete itemized statement of the Contract accounts, certified by the ENGINEER as being correct, shall then be prepared and delivered to the CONTRACTOR and his surety, whereupon the CONTRACTOR and/or his surety shall pay the balance due as reflected by said statement. The OWNER, prior to incurring an obligation to make payment hereunder, shall have such statement of completion attested to by the CONTRACTOR and the surety as accurate, and in exchange for payment of the sum stated therein, the OWNER shall be entitled to a full and final release of any claims or demands by the CONTRACTOR or the surety In the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the OWNER had the work been completed by the CONTRACTOR under the terms of this Contract, or when the CONTRACTOR and/or his surety shall pay the balance shown to be due by them to the OWNER, then all machinery, equipment, tools or supplies left on the site of the Work shall be turned over to the CONTRACTOR and/or his surety Should the cost to complete the Work exceed the Contract Pnce, and the CONTRACTOR and/or his surety fail to pay the amount due the OWNER within the time designated above, and there remams any machmery, equipment, tools, .materials or supplies which are the property of CONTRACTOR on the site of the Work, notice thereof, together with an itemized list of such equipment and materials, shall be mailed to the CONTRACTOR and his surety at the respective addresses designated in the Contract, provided, however, that actual wntten notice given in any manner will satisfy this condition. After mailing or other giving of such notice, such property' shall be held at the risk of the CONTRACTOR and his surety, subject only to the duty of thl OWNER to exercise ordmary care to protect such property After fifteen (15) days from the date of such notice, the OWNER may sell such property, equipment, tools, materials or supplies, and apply the net sum denved from such sale to the credit of the CONTRACTOR and his surety Such sale may be made at either public or pnvate sale, with or without notice, as the OWNER may elect. The OWNER shall release any machinery, equipment, tools, matenals or supplies, which remam on the Work, and belong to persons other than the CONTRACTOR or his surety, to their reputed owners. 8 02 SUPPLEMENTATION OF CONTRACTOR FORCES If CONTRACTOR at any time shall, in OWNER'S sole opinion, fail to furnish skilled workers, suitable matenals, supplies or adequate equipment sufficient for the prompt, timely and diligent prosecution of the Work in accordance with OWNER's direction, OWNER shall have the right, without prejudice to the exercise of other remedies for the same default and without fully taking over the Work, to supplement CONTRACTOR's forces and to expedite delivery of and to procure and furnish such workers, matenals, tools, supplies or equipment for CONTRACTOR's account by employing other contractors and suppliers engaged m the same class of work and charge the entire cost thereof to CONTRACTOR, said cost to be deducted from sums due or to become due to CONTRACTOR under the Contract or any other agreement with OWNER or any parent, subsidiary or affiliate of OWNER. 05/2008 00700-31 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 8 03 CUMULATIVE REMEDIES & SPECIFIC PERFORMANCE. All rights and remedies of OWNER, under the terms of the Contract and/or available at law or in equity, are cumulative. In the event CONTRACTOR or any of its subcontractors, vendors or suppliers fails or refuses for any reason to provide timely manufacture, fabncation, delivery, installation, erection, construction or completion of any supplies, materials, expendables, equipment, machinery, accessories or appurtenances to be furnished hereunder, CONTRACTOR acknowledges and agrees that such items are required, necessary, essentially unique to the Project and the Work and will cause irreparable harm to OWNER and the Project if not furnished in accordance with the Contract, and OWNER shall have the right to obtain a decree of specific performance and mandatory injunctive relief from any Court of competent jurisdiction to ensure the timely furnishing of such items. 8 04 CROSS-DEFAULT If, for any reason, CONTRACTOR is declared in default and/or terminated by OWNER under any other agreement with OWNER, whether related to the Project or not related to the Project, OWNER shall have the right to offset and apply any amounts which might be owed to OWNER by CONTRACTOR under any other such agreements against any earned but unpaid amounts owing to CONTRACTOR by OWNER under the Contract, any retainage earned by CONTRACTOR under the Contract or any unearned, unpaid amount under the Contract. 8 05 INSOLVENCY It is recognized that if CONTRACTOR becomes a debtor in voluntary or involuntary bankruptcy proceedings, makes a general assignment for the benefit of creditors, or if a receiver is appointed on account of his insolvency, such events could senously impair or frustrate CONTRACTOR's performance of the Work. Accordingly, it is agreed that should CONTRACTOR become a debtor in bankruptcy, either voluntary or involuntary, CONTRACTOR shall notify OWNER in writing within twenty-four (24) hours of the filing with the bankruptcy court. Further, it is agreed that upon occurrence of any one or more such events, OWNER shall be entitled to request of CONTRACTOR or its successors, trustees or receivers, adequate assurances of future performance. In the event such adequate assurances are not given to the reasonable satisfaction of OWNER within seventy-two (72) hours of such request, OWNER shall have the right to immediately invoke the remedies of this Section 8 or as provided by law Pending receipt of such adequate assurances of such future performance, OWNER may proceed with the Work on a temporary basis and deduct the costs, plus,reasonable overhead and profit, from any amounts due or which may become due to CONTRACTOR under the Contract or any other agreement with OWNER. In this regard, OWNER and CONTRACTOR agree that delays in performance could result in more damages to CONTRACTOR than would be sustained if OWNER failed to exercise such remedies. 8 06 CONTINGENT ASSIGNMENT CONTRACTOR hereby'assigns to OWNER, all of CONTRACTOR's rights under and interest in any and all subcontracts and/or purchase orders entered into by CONTRACTOR pursuant to this Agreement, such assignment to become effective upon CONTRACTOR's default under this Agreement or OWNER's termination of this Contract, and OWNER's acceptance of such assignment. Upon CONTRACTOR's default or OWNER's termination of this Contract, OWNER may, in the event there is no performance bond for the Contract, or in the event the performance bond surety fails to complete the Contract, or if OWNER otherwise so elects in its sole discretion, accept such assignment by written notice of such acceptance to CONTRACTOR and subcontractor, and may require subcontractors to perform all of the then unperformed duties and obligations under the subcontract, for the direct benefit of OWNER. In the event OWNER requires such performance by a subcontractor, then OWNER 05/2008 00700-32 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT shall be obligated to pay such subcontractor any amounts due and owing under the terms of the subcontract/purchase order, at the subcontract prices and rates, and subject to any rights of withholding or offset and other terms and conditions of the subcontract, for all work properly performed by such subcontractor, to the date of OWNER's acceptance and thereafter OWNER's liability in this connection, however, shall not exceed the amount obtained by subtracting all payments made by CONTRACTOR to subcontractor from the Subcontract Price at the time of CONTRACTOR's default or OWNER's termination of CONTRACTOR. CONTRACTOR shall include a provision in its subcontracts that allows such assignment and allows OWNER to take these actions, and further provides that in the event of CONTRACTOR's termination for default, the subcontractor agrees to give the OWNER or its agent the right to inspect all books and records of subcontractor relating to the Work. 8.07 WAIVER OF CONSEQUENTIAL DAMAGES CONTRACTOR expressly waives any and all claims for consequential damages against OWNER arising out of or related to this Contract, or any other agreements between CONTRACTOR and OWNER,including,but not limited to, claims for damages incurred by CONTRACTOR for principal office expenses, including the compensation of personnel stationed there, losses of financing, bonding capacity, business and reputation, and claims for lost profit,whether on this Contract or otherwise. 8 08 TERMINATION FOR CONVENIENCE. OWNER may at its sole discretion, upon five (5) days written notice to CONTRACTOR, terminate this Contract, m whole or in part, if and when OWNER determines that it is in the best interest of OWNER to do so Upon receipt of such written notice from OWNER, CONTRACTOR shall cease all terminated Work and tab, reasonable precautions to protect and preserve such work, and shall take all reasonable measure; after consultation with OWNER to terminate or assign to OWNER all subcontracts, purchase orders or other commitments related to the Work•or the Project on terms and conditions acceptable to OWNER. CONTRACTOR will be paid for all Work performed in stnct accordance with the Contract Documents, based upon the Contract Price and the percentage of completion on the date of termination, and less amounts previously paid, subject to any reasonable backcharges attributable to CONTRACTOR'S failure to comply with any of the provisions of this Contract and further subject to the other terms of this Contract regarding payment. In no event will CONTRACTOR receive or be entitled to any payment or compensation whatsoever for interruption of business or loss of business opportunities, any other items of consequential damages, for overhead or loss of profits on the unperformed Work and/or services and unfurnished materials or for any intangible, impact or similarly described cost, damages or expense, and under no circumstances shall the total sum paid to or received by CONTRACTOR under this Contract exceed the Contract Price. The compensation provided herein shall be CONTRACTOR's sole and exclusive remedy arising out of a termination for convemence. 8 09 DEFAULT BY OWNER. In case the OWNER shall default on its material obligations under this Contract, other than OWNER's failure to pay CONTRACTOR an undisputed amount due within the time limits provided m the Contract or applicable law, as addressed by Section 6.13 of this Agreement, and shall fail or refuse to cure, or to commence and diligently pursue cure of such default within fifteen (15) days after written notification by the CONTRACTOR, then the CONTRACTOR may suspend or wholly abandon the Work, and mad, remove therefrom all machinery, tools and equipment, and all materials on the site of the Work that have not been included in payments to the CONTRACTOR and have not been incorporated into the Work. And thereupon, the ENGINEER shall make an estimate of the total amount earned by the CONTRACTOR, which estimate shall include the value of all Work actually completed by 05/2008 00700-33 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT said CONTRACTOR (at the Contract Prices), the value of all partially competed Work at a fair and equitable price, and the amount of all Extra Work performed at the prices agreed upon, or provided for by the terms of this Contract, and a reasonable sum to cover the cost of any provisions made by the CONTRACTOR to carry the whole Work to completion and which cannot be utilized. The ENGINEER shall then make a final statement of the balance due the CONTRACTOR by deducting from the above estimate all previous payments by the OWNER and all other sums that may be retained by the OWNER under the terms of this Agreement, and shall present the same to the OWNER, and OWNER's payment of said sum to the CONTRACTOR, on or before thirty (30) days after OWNER's receipt of such statement, shall satisfy any and all rights, claims or causes of action of CONTRACTOR arismg out of or related to such default by OWNER, and shall be CONTRACTOR's sole and exclusive remedy for such default. A disputed or unilateral claim by the Contractor cannot by itself constitute a default hereunder 9.0 DISPUTE RESOLUTION Any dispute or pending claim or dispute resolution process between OWNER and CONTRACTOR shall not excuse or relieve CONTRACTOR of its obligations under the Contract, and CONTRACTOR shall diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. All claims, disputes and other matters in question arising out of or relating to,the Contract, or the breach thereof, shall be subject to mediation as a condition precedent to any other dispute resolution process as may be selected by OWNER. Unless mutually agreed otherwise the mediation shall be conducted by a third party who will be selected by agreement between OWNER and CONTRACTOR, and Request for Mediation shall be filed with the other party The parties shall share the mediator's fee and any filing fees equally If a claim, dispute or other matter in question between OWNER and CONTRACTOR involves the work of a subcontractor or supplier, OWNER or CONTRACTOR may join such subcontractor or supplier as a party to any mediation proceeding between OWNER and CONTRACTOR hereunder CONTRACTOR shall include in all subcontracts and/or purchase orders related to the Work a specific provision whereby the subcontractor or supplier consents to being joined in mediation between OWNER and CONTRACTOR involving the work of such subcontractor or supplier This Contract shall be governed by the laws of the State of Texas and shall be considered performable m Brazona County, Texas, for venue purposes. Further, the OWNER and CONTRACTOR stipulate that venue for any dispute resolution proceeding involving or touching upon the Contract other than the conduct of an arbitration hearing shall be in Brazona County, Texas, or, if such choice of venue is prohibited or unenforceable by law, shall be held in the county where the Project is located. CONTRACTOR agrees to pay OWNER all reasonable attorneys' fees incurred by OWNER in the event OWNER seeks to enforce any provision of this Contract whether by arbitration or other dispute resolution process. Further, in the event OWNER defends any claim instituted by CONTRACTOR against OWNER, whether in arbitration or other dispute resolution process, CONTRACTOR agrees to pay OWNER all reasonable attorneys' fees incurred by OWNER in defending such claim provided OWNER is the prevailing party, in whole or in part,in such proceeding. 05/2008 00700-34 of 34 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO. 1 TO GENERAL CONDITIONS WORKERS' COMPENSATION INSURANCE COVERAGE A. DEFINITIONS Certificate of coverage ("certificate") A copy of a certificate of insurance, a certificate of authority to self-insure issued by the commission, or a coverage agreement (TWCC81, TWCC-82, TWCC-83 or TWCC-84), showing statutory workers' compensation insurance coverage for the person's or entity's employees providmg services on a project for the duration of the Project. Duration of the Project mcludes the time from the beginning of the Work on the Project until the contractor's/person's work on the Project has been completed and the Project warranty penod has expired. Persons providing services on the project mcludes persons or entities performing all or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with due contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, motor carriers and owner- operators, (as defined at Section 406 121 of the Texas Labor Code), leasing companies, and employees of any such entity, or employees of any entity whici furnishes persons to provide services on the project. "Services" include, withoui limitation, providing, hauling, or delivering equipment or materials, or providing labor, transportation, or other service related to a project. "Services" does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. B. The CONTRACTOR shall provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Title 5 Workers' Compensation, Subtitle A Texas Workers' Compensation Act, for employees of the contractor providing services on the project, for the duration of the project. C The CONTRACTOR must provide a certificate of coverage to the OWNER pnor to being awarded the Contract. D. If the coverage penod shown on the CONTRACTOR's current certificate of coverage ends during the duration of the project, the CONTRACTOR must, pnor to the end of the coverage period, file a new certificate of coverage with the OWNER showing that coverage has been extended. E. The CONTRACTOR shall obtain from each subcontractor or other person providmg services on a project, and provide to the OWNER. (I) a certificate of coverage, prior to that person beginning work on the Project, so the OWNER will have on file certificates of coverage showing coverage for all persons providing services on the Project; and 05/2007 00700-Al CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (2) no later than seven days after receipt by the CONTRACTOR and prior to the end of the coverage period, a new certificate of coverage showmg extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the Project. F The CONTRACTOR shall retain all required certificates of coverage for the duration of the Project and for one year thereafter G The CONTRACTOR shall notify the OWNER in writing by certified mail or personal delivery, within 10 days after the CONTRACTOR knew or should have known, of any changes that materially affect the provision of coverage of any person providing services on the Project. H. The CONTRACTOR shall post on each Project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, informing all persons providing services on the Project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage. NOTICE REQUIRED WORKERS' COMPENSATION COVERAGE "The law requires that each person working on this site or providing services related to this construction project must be covered by workers' compensation insurance. This includes persons providing, hauling, or delivering equipment or materials, or providing labor or transportation or other service related to the project, regardless of the identity of their employer or status as an employee." "Call the Texas Workers' Compensation Commission at (512) 440- 3789 to receive information on the legal requirements for coverage, to verify whether your employer has provided the required coverage, or to report an employer's failure to provide coverage." The CONTRACTOR shall contractually require each person with whom it contracts to provide services on a project,too (1) provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Title 5 Workers' Compensation, Subtitle A Texas Workers' Compensation Act, for all of its employees providing services on the Project, for the duration of the Project; (2) provide to the CONTRACTOR,prior to that person beginning work on the Project, a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project,for the duration of the Project: 05/2007 00700-A2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (3) provide the CONTRACTOR,prior to the end of the coverage period, a new certificate of coverage, showing extension of coverage,if the coverage period shown on the current certificate of coverage ends during the duration of the Pro]ect; (4) obtain from each other person with whom it contracts, and provide to the CONTRACTOR. (a) a certificate of coverage, prior to the other person begmmng work on the Project; and (b) a new certificate of coverage showing extension of coverage,prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the Project; (5) retain all required certificates of coverage on file for the duration of the Project and for one year thereafter; (6) notify the OWNER in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the Project; and (7) contractually require each person with whom it contracts,to perform as required b 9 paragraphs (1) - (7),with the certificates of coverage to be provided to the person for whom they are providing services. J By signing this Contract or providing or causing to be provided a certificate of coverage, the CONTRACTOR is representing to the OWNER that all employees of the CONTRACTOR who will provide services on the Project will be covered by workers' compensation coverage for the duration of the Project, that the coverage agreements will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance earner or, in the case of a self-insured, with the commission's Division of Self-Insurance Regulation. Providing false or misleading information may subject the CONTRACTOR to administrative penalties, criminal penalties, civil penalties, or other civil actions. K. The CONTRACTOR's failure to comply with any of these provisions is a breach of contract by the CONTRACTOR, which entitles the OWNER to pursue all nghts and remedies available to it under the Contract, at law or m equity, if the CONTRACTOR does not remedy the breach within ten days after receipt of notice of breach from the OWNER. 05/2007 00700-A3 • ACOR& CERTIFICATE OF LIABILITY INSURANCE i2�e"i2ooe PRODUCER (407)833-8998 FAX: (407)833-3909 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Stahl & Associates Insurance Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 605 Crescent Excecutive Court ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Suite 112 1[.Lake Mary FL 32746 INSURERS AFFORDING COVERAGE NAIC# INSURED INSURER A:AMOrisure Mutual Ins Co Traffic Control Devices, Inc. ,INSURER B: dba Florida Traffic Control Devices INSURER C: P O. Box 890028 INSURERD: Houston TX 77289-0028 INSURERE: gOVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. E�vE Cy EXPIRATION ILTR INSRD TYPE OF INSURANCE POLICY NUMBER nisR Awl P ATE(M DIYY) PDATE(NI IDDM)N UNITS GENERAL UABIUTY EACH OCCURRENCE $ 1,000,000 X COMMERCIAL GENERAL LIABILITY PREMISE&(ffa occururrrence) $ 50,000 A CLAIMS MADE OCCUR 0L2028886 5/1/2008 5/1/2009 MED EXP(Any one person) $ 5,000 X Slkt Add'1 Insureds PERSONAL&ADVINJURY $ 1,000,000 X OL Extension Endt GENERAL AGGREGATE $ 2,000,000 GEM.AGGREGATE LIMIT APPVESPER: PRODUCTS-COMP/OP AGG $ 2,000,000 7 POLICY 17C 1 JECT 1-1 LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT X ANYAUTO (Ea accident) $ 1,000,000 A —ALLOWNEDAUTOS CA2028885 5/1/2008 5/1/2009 BODILY INJURY SCHEDULED AUTOS (Perpereon) $ — X HIRED AUTOS BODILY INJURY $ X NON-OWNED AUTOS (Peracc accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $ R ANYAUTO OTHER THAN EA ACC $ , I! AUTO ONLY' AGO $ EXCESSNMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR 0 CLAIMS MADE AGGREGATE $ $ DEDUCTIBLE $ RETENTION $ pTH $ A WORKERS COMPENSATION AND X S ER" EMPLOYERS'LIABIUTY ANY PROPRIETOR/PARTNER/EXECUTIVE EL.EACH ACCIDENT $ 500,000 OFFICER/MEMBER EXCLUDED? WC2028857 5/1/2008 5/1/2009 It yea,describe under E.L.DISEASE.EA EMPLOYEE$ 500,000 SPECIAL PROVISIONS below E.L.DISEASE-POLICY LIMIT $ 500,000 OTHER Contractors Rented/Leased $400,000 A Equipment Floater CP? 2053536 5/1/2008 5/1/2009 any one item $400,000 coed. 29/$5,000 min DESCRIPTION OF OPERATIONSILOCATIONSNEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS Re Traffic Signal Installation Southfork Dr at CR 90 & CR 94 Construction Contract - Project No T70041 - Certificate holder is shown as additional insured with regards to general liability on a primary and non-contributory basis per the blanket additional insured endorsement C(37048 0304 if required by written contract Waiver of subrogation is provided for the general liability, automobile and workers compensation policies CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE City of Pearland EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 3519 Liberty Drive 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,BUT Pearland, TX 77581 FAILURE TO DO SO SHALL IMPOSE NO OBUGATION OR UABILITY OF ANY KIND UPON THE INSURER,ITS AGENTS OR REPRESENTATIVES, AUTHORIZED REPRESENTATIVE , r Robert Bowles/DOOLEY �` -.1 _.. ACORD 26(2001/08) 0 ACORD CORPORATION 1988 f INCA9R mina%non Pon.1 nt 7 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend,extend or alter the coverage afforded by the policies listed thereon. I, ACORD 26(2001/08) _ INS026(o1os).osa Page 2 of 2 r. c IACORD_ CERTIFICATE OF LIABILITY INSURANCE 12/8/22o 8 PRODUCER (407)833-8998 FAX (407)833-3909 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION I ONLY ADN THE Stahl & Associates Insurance, Inc HOLDERNTH SONFERS CERTIFICATENOD DOES NOT GHTS AMEND, EXTENDATE OR ' 605 Crescent Executive Ct ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Suite #112 Lake Mary FL 32746 INSURERS AFFORDING COVERAGE NAIC# INSURED INSURER A;Steadfast Insurance Co. Traffic Control Devices, Inc INSURER B: dba Florida Traffic Control Devices INSURER C; P O. Box 890028 INSURERD: Houston TX 77289-0028 INSURERS COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEE I REDUCED BY PAID CLAIMS. INSR ADD'L POLICY EFFECTIVE POLICY EXPIRATION LTR INSRD TYPE OF INSURANCE POLICY NUMBER DATE(MMIDDNY) DATE(MMIDDNY) LIMITS GENERAL.LIABILITY EACH OCCURRENCE $ — COMMERCIAL GENERAL LIABILITY PREEMMISES(Ea occurrence) $ CLAIMS MADE n OCCUR MED EXP(Any one person) $ PERSONAL&ADV INJURY $ GENERAL AGGREGATE $ . , GENt AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ AT —I POLICY I I JECT 1-7 LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANYAUTO (Ea accident) $ — ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) — HIRED AUTOS BODILY INJURY $ — NON-0WNED AUTOS (Per accident) PROPERTY DAMAGE (Per accIdent) $ GARAGE LIABILJTY AUTO ONLY-EA ACCIDENT $ ANYAUTO OTHER THAN EA ACC_$ AUTO ONLY AGO $ A EXCESS/UMBRELLAUABILITY EACH OCCURRENCE $ 19,000,000 OCCUR n CLAIMS MADE AGGREGATE $ 19,000,000 AUC-9137477-02 5/01/2008 5/01/2009 $ DEDUCTIBLE $ X RETENTION $0 $ WORKERS COMPENSATION AND TORY LIMITS ci - EMPLOYERS'LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ , OFFICER/MEMBER EXCLUDED? DISEASE-EA EMPLOYEE$ It yes,describe under E.L. SPECIAL PROVISIONS below E.L.DISEASE-POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS Re: Traffic Signal Installation SOuthfork Dr at CR 90 & CR 94 Construction Contract - Project No T70041 - Umbrella coverage is excess over the general liability, automobile and workers compensation coverage CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE - City of Pearland EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 3519 Liberty Drive 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,BUT Pearland, TX 77581 FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER,ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE --_ a'.Robert Bowles/DOOLEY K`" " -`"ram __ ACORD 26(2001/08) ®ACORD CORPORATION 1988 INQfl9R insnol no.. Pans 1 n19 .a IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend,extend or alter the coverage afforded by the policies listed thereon. ACORD 26(2001/08) JNS026(oloByo8a Page 2 012 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO.2 TO GENERAL CONDITIONS AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE In consideration of the Final Payment under that certain contract between [Contractor's Company Name] (hereafter "CONTRACTOR") and the City of Pearland (hereafter "OWNER") for the Project known as [Official Project Title] (the "Contract"), the CONTRACTOR makes the following representations to OWNER, either individually if a proprietorship, or jointly and severally by all general partners if a partnership, or if a corporation,by action of the president and secretary of said corporation, as duly authorized by appropriate action of the stockholders and/or board of directors of said corporation, their signatures hereon constituting a representation under oath by said individuals that they have the authority to execute this Agreement for and on behalf of the said corporation. 1 The undersigned CONTRACTOR represents to OWNER that the Application for Payment for the Final Payment under the Contract, and the final Change Order issued under the Contract if any, whether or not modified, corrected or changed in some way by the ENGINEER, the CONTRACTOR or the OWNER, a copy of which are attached hereto and marked Exhibit "A", are true, correct and accurate, and that CONTRACTOR has received payment in full for all other Applications for Payment submitted under the Contract, and that CONTRACTOR has been fully compensated for all labor, materials, equipment and/or services furnished in connection with the Contract,except for the Final Payment. 2. It is agreed and stipulated by the undersigned CONTRACTOR that upon the receipt of Final Payment in the amount as set out on the attached Application for Payment, the CONTRACTOR, by execution of this instrument of release, does, therefore, RELEASE and FOREVER DISCHARGE OWNER of and from all manner of debts, claims, demands, obligations, suits, liabilities and causes of action of any nature whatsoever, at law or m equity, in contract or m tort, now existing or which may hereafter accrue, arising out of or related to the Contract, any Change Orders or Work Orders, the Work, or any labor, materials, equipment or services furnished by CONTRACTOR to OWNER. 3 The CONTRACTOR, actmg by and through the person or persons whose names are subscribed hereto, does solemnly swear and affirm that all bills and claims have been paid to all materialmen, suppliers, laborers, subcontractors, or other entities performing services or supplying materials or equipment, and that OWNER shall not be subject to any bills, claims, demands, litigation or suits in connection therewith. 4 It is further specifically understood and agreed that this Agreement for Final Payment and Contractor's Sworn Release shall constitute a part of the Contract, and it is also specifically understood and agreed that this Agreement shall not act as a modification, waiver or renunciation by OWNER of any of its nghts or remedies as set out in the Contract itself, but this Agreement for Final Payment and Contractor's Sworn Release shall constitute a supplement thereto for the additional protection of OWNER. 05/2007 00700-B 1 CITY OFPEARLAIVD GENERAL CONDITIONS OF AGREEMENT SIGNED and EXECUTED this,the_day of , 20__ CONTRACTOR. By Signature Pnnt Name: Title: [If CONTRACTOR is a proprietorship, owner must sign,if a partnership, each general partner must sign, if a corporation,the following language should be used.] SIGNED and EXECUTED this,the day of 20_by , a Texas corporation,under authority granted to the undersigned by said corporation as contained in the Charter,By-Laws or Minutes of a meeting of said corporation regularly called and held. CONTRACTOR. By President ATTEST Corporate Secretary (Corporate Seal) [This form is for use by either a proprietorship or a partnership. In the event CONTRACTOR is a partnership or a joint propnetorship, additional signature lines should be added for each mdividual.] 05/2007 00700-B2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT AFFIDAVIT STATE OF TEXAS § COUNTY OF § BEFORE ME,the undersigned authonty, on this day personally appeared the person or persons whose name(s) are subscribed to the above and foregoing Agreement for Final Payment and Contractor's Sworn Release,who each, after being by me duly sworn, on their oaths deposed and said. I(We) am(are)the person(s) who signed and executed the above and foregoing Agreement for Final Payment and Contractor's Sworn Release, and I (we)have read the facts and statements as therein set out and the representations as made therein, and I(we) state that the above and foregomg are true and correct. CONTRACTOR-Affiant SWORN TO AND SUBSCRIBED TO before me, the day of 20 Notary Public, State of Texas My Commission Expires: [This form is for use m the event CONTRACTOR is a corporation.] 07/2006 00700-B3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT AFFIDAVIT STATE OF TEXAS § COUNTY OF _§ BEFORE ME,the undersigned authority, on this day personally appeared the persons who signed and executed the above and foregoing Agreement for Final Payment mid Contractor's Sworn Release,whose names are set out above, who each, after being by me duly sworn, on their oaths deposed and said. We each are the persons whose names are subscribed above, and hold respectively the offices in the corporation as set out above, and each state under oath that we have the authonty to execute this Agreement for Final Payment and Contractor's Sworn Release for and on behalf of said corporation,pursuant to authority granted to us in the Charter of said corporation,the By-Laws of said corporation and/or the Minutes of said corporation, and the facts, statements and representations as set out in the instrument to which this Affidavit is attached, are true and correct. SWORN TO AND SUBSCRIBED TO before me this, the day of 20 Notary Public, State of Texas My Commission Expires. 07/2006 00700'-B4 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO.3 TO GENERAL CONDITIONS OWNER'S INSURANCE REQUIREMENTS OF CONTRACTOR 1 Definitions. For purposes of this Agreement: 1 1 Owner Parties. "Owner Parties" means (a) the City of Pearland, its successors and assigns, and the Engineer, (b) any officers, employees, or agents of such persons or entities, and(c) others as required by the Contract Documents,if any 1.2 Contractor "Contractor" shall mean the vendor providing the service or work to be performed under this Agreement. 1.3 Subcontractor "Subcontractor" shall include subcontractors of any tier 1 4 ISO "ISO"means Insurance Services Office. 2. Contractor Insurance Representations to Owner Parties 2.1 It is expressly understood and agreed that the insurance coverages required herein. 2.1 1 represent Owner Parties' minimum requirements and are not to be construed to void or limit the Contractor's mdemnity obligations as contained in this Agreement nor represent in any manner a determination of the insurance coverages the Contractor should or should not maintain for its own protection, and 2.1.2 are being, or have been, obtained by the Contractor in support of the Contractor's liability and indemnity obligations under this Agreement. Neither the requirements as to insurance to be earned as provided for herein, the insolvency, bankruptcy or failure of any insurance company carrying insurance of the Contractor, nor the failure of any insurance company to pay claims accruing, shall be held to affect,negate or waive any of the provisions of this Agreement. 2.2 Failure to obtain and maintain-the required insurance shall constitute a matenal breach of, and default under, this Agreement. If the Contractor shall fail to remedy such breach within five (5)business days after notice by the Owner, the Contractor will be liable for any and all costs, liabilities, damages and penalties resulting to the Owner Parties from such breach, unless a wntten waiver of the specific insurance requirement(s) is provided to the Contractor by the Owner In the event of any failure by the Contractor to comply with the provisions of this Agreement, the Owner may, without in any way compromising or waiving any nght or remedy at law or in equity, on notice to the Contractor, purchase such insurance, at the Contractor's expense, provided that the Owner shall have no obligation to do so and if the Owner shall do so, the Contractor shall not be relieved of or excused from the obligation to obtain and maintain such insurance amounts and coverages. 05/2007 00700-Cl CITY OFPEARLAND GENERAL CONDITIONS OF AGREEMENT 3 Conditions Affecting All Insurance Required Herein 3 1 Cost of Insurance. All insurance coverage shall be provided at the Contractor's sole expense. 3.2 Status and Rating of Insurance Company All insurance coverage shall be written through insurance companies authorized to do business in the state in which the work is to be performed and rated no less than A- VII m the most current edition of A. M.Best's Key Rating Guide. 3.3 Restrictive, Limiting, or Exclusionary Endorsements. All insurance coverage shall be provided to the Owner Parties in compliance with the requirements herein and shall contain no endorsements that restrict, limit, or exclude coverage required herem in any manner without the prior express written approval of the Owner 3 4 Limits of Liability The limits of liability may be provided by a single policy of insurance or by a combination of primary and umbrella policies, but m no event shall the total limits of liability available for any one occurrence or accident be less than the amount required herein. 3.5 Notice of Cancellation, Nonrenewal, or Material Reduction in Coverage. All insurance coverage shall contain the following express provision. In the event of cancellation, non-renewal, or material reduction m coverage affecting the certificate holder, thirty (30) days prior written notice shall be given to the certificate holder by certified mail or registered mail,return receipt requested. 3 6 Waiver of Subrogation. The Contractor hereby agrees to waive its rights of recovery from the Owner Parties with regard to all causes of property and/or liability loss and shall cause a waiver of subrogation endorsement to be provided in favor of the Owner Parties on all insurance coverage carried by the Contractor, whether required herein or not. 3 7 Deductible/Retention. Except as otherwise specified herein, no insurance required herein shall contain a deductible or self-insured retention in excess of $25,000 without pnor written approval of the Owner All deductibles and/or retentions shall be paid by, assumed by, for the account of, and at the Contractor's sole risk. The Contractor shall not be reimbursed for same. 4 Maintenance of Insurance. The following insurance shall be maintained in effect with limits not less than those set forth below at all times during the term of this Agreement and thereafter as required. 05/2007 00700-C2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 1 Commercial General Liability Insurance 4 1 1 Coverage. Such insurance shall cover liability arising out of all locations and operations of the Contractor, including but not limited to liability assumed under this contract (including the tort liability of another assumed in a business contract). Defense shall be provided as an additional benefit and not included within the limit of liability 4 1.2 Form. Commercial General Liability Occurrence form (at least as broad as an unmodified ISO CG 0001 0798 or its equivalent). 4 1.3 Amount of Insurance. Coverage shall be provided with limits of not less than. Each Occurrence Limit $1,000,000 General Aggregate Limit $2,000,000 Product-Completed Operations Aggregate Limit $2,000,000 Personal and Advertising Injury Limit $1,000,000 4 1 4 Required Endorsements a. Additional Insured. Additional insured status shall be provided in favor of the Owner Parties on any of the following: i. ISO form CG 20 10 11 85, or u. ISO form CG 20 26 11 85, or iii. a combination of ISO forms CG 20 33 10 01 and CG 20 37 10 01, or iv any form providing equivalent protection to Owner b Designated Construction Project(s) Aggregate Limit. The aggregate limit shall apply separately to this Agreement through use of an ISO CG 25 03 03 97 endorsement or its equivalent. c. Notice of Cancellation, Nonrenewal or Material Reduction m Coverage, as required in 3.5, above. d. Personal Injury Liability The personal injury contractual liability exclusion shall be deleted. e. Pnmary and Non-Contributing Liability It is the intent of the parties to this Agreement that all insurance required herein shall be primary to all insurance available to the Owner Parties. The obligations of the Contractor's insurance shall not be affected by any other insurance available to the Owner Parties and shall seek no contribution from the Owner Parties' insurance, whether primary, excess contingent, or on any other basis. The Contractor's insurance coverage shall be endorsed to provide such primary and non- contributing liability f. Waiver of Subrogation, as required in 3 6, above. 05/2007 00700-C3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 41.5 Continuing Commercial General Liability Insurance. The Contractor shaFL maintain such insurance in identical coverage, form and amount, mcludin required endorsements, for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to Owner stating Work completion date. 4.2 Auto Liability Insurance 4.2.1 Coverage. Such insurance shall cover liability arising out of any auto (including owned, hired, and non-owned). 4.2.2 Form. Business Auto form (at least as broad as an unmodified ISO CA 0001 or its equivalent). 4.2.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$1,000,000 4.2.4 Required Endorsements a. Notice of Cancellation, Nonrenewal or Material Reduction in Coverage, as required in 3.5, above. b Waiver of Subrogation, as required in 3 6, above. 4.3 Employer's Liability Insurance 4.3 1 Coverage. Employer's Liability Insurance shall be provided as follows: 4.3.2 Amount of Insurance. Coverage shall be provided with a limit of not less than. Employer's Liability $1,000,000 each accident and each disease. 4.3.3 Required Endorsements a. Notice of Cancellation, Nonrenewal or Material Reduction in Coverage; as required in 3.5, above. b. Waiver of Subrogation, as required in 3 6, above. 4 4 Umbrella Liability Insurance 4 4 1 Coverage. Such insurance shall be excess over and be no less broad than all coverages described above and shall include a drop-down provision for exhaustion of underlying limits. 4 4.2 Form. This policy shall have the same inception and expiration dates as th(: commercial general liability insurance required above. 05/2007 00700-C4 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 4.3 Amount of Insurance. Coverage shall be provided with a limit of not less r than$5,000,000 4 4 4 Continuing Umbrella Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount, including required endorsements, for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to the Owner stating Work completion date. 4.5 Professional Liability Insurance 4.5 1 Coverage. The Contractor shall provide professional liability insurance for claims arising from the negligent performance of professional services of any type, including but not limited to design or design/build services as part of the Work to be performed. 4.5.2 Form. This insurance shall include prior acts coverage sufficient to cover all services rendered by the Contractor and by its consultants under this Agreement. It is recogmzed that this coverage may be provided on a Claims-Made basis. 4.5.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$1,000,000 4.5 4 Continuing Professional Liabihty Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide wntten representation to the Owner stating Work completion date. 4 6 Builder's Risk 4 6 1 Insureds. Insureds shall include: a. Owner, General Contactor and all Loss Payees and Mortgagees as Named Insureds; and b subcontractors of all tiers in the Work as Additional Insureds. 4 6.2 Covered Property. Such insurance shall cover a. all structure(s) under construction, including retaining walls, paved surfaces and roadways, bridges, glass, foundation(s), footings, underground pipes and wiring, excavations, grading, backfilling or filling; b all temporary structures (e.g., fencing, scaffolding, cribbing, false work, forms, site lighting, temporary utilities and buildings) located at the site; 05/2007 00700-C5 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT c. all property including materials and supplies on site for installation, d. all property including materials and supplies at other locations bu_ intended for use at the site; e. all property including materials and supplies in transit to the site for installation by all means of transportation other than ocean transit; and f. other Work at the site identified in the Agreement to which this Exhibit is attached. 05/2007 00700.-C6 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 46.3 Form a. Coverage shall be at least as broad as an unmodified ISO Special form, shall be provided on a completed-value basis, and shall be primary to any other coverage insurance available to the insured parties, with that other insurance being excess, secondary and non- contributmg. b No protective safeguard warranty shall be permitted. c. Required coverage shall further include: i. Additional expenses due to delay in $TBD completion of project(where applicable) u. Agreed value Included without sublimit ui. Damage ansing from error, omission or Included without sublimit deficiency in construction methods, design, specifications,workmanship or materials,including collapse iv Debris removal additional limit 25% of direct damage loss v Earthquake(where applicable) $TBD vi. Earthquake spnnkler leakage(where $ TBD applicable) vii. Expediting expenses $TBD viii. Flood(where applicable) $ TBD ix. Freezing Included without subhmrt x. Mechamcal breakdown,including hot& Included without sublimit cold testing(where applicable) xi. Notice of cancellation,non-renewal or Included matenal reduction—60 days pnor written notice to each insured xii. Occupancy clause, as required in F, Included below xiii. Ordinance or law Included without sublimit xiv Pollutant clean-up and removal $TBD xv Preservation of property Included without sublimit xvi. Replacement cost Included xvii. Theft Included without sublimit xvui. Waiver of subrogation as required in G, Included below 4 6 4 Amount of Insurance. Coverage shall be provided in an amount equal at all times to the full replacement value and cost of debris removal for any single occurrence. 05/2007 00700-C7 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 6.5 Deductibles. Deductibles shall not exceed the following: a. All Risks of Direct Damage, Per $5,000 Occurrence, except b Delayed Opemng Waiting Period 5 Days c. Flood,Per Occurrence $25,000 or excess of NFIP if in Flood Zone A, B or V d. Earthquake and Earthquake Sprinkler $25,000 Leakage, Per Occurrence 4 6 6 Termination of Coverage. The termination of coverage provision shall be endorsed to permit occupancy of the covered property being constructed so long as such occupancy does not exceed 20% of the usable area of the property This insurance shall be maintained in effect, unless otherwise provided for in the Contract Documents, until the earliest of the following dates a. the date on which all persons and organizations who are insureds under the policy agree that it shall be terminated, b the date on which final payment, as provided for m the Agreement to which this Exhibit is attached,has been made; or c. the date on which the insurable interests in the Covered Property or , all insureds other than Contractor have ceased. , 4 6 7 Waiver of Subrogation. The waiver of subrogation provision shall be endorsed as follows a. A waiver of subrogation shall be provided in favor of all insureds. b. The waiver of subrogation provisions shall be endorsed as follows Should a covered loss be subrogated, either m whole or m part, your rights to any recovery will come first, and we will be entitled to a recovery only after you have been fully compensated for the loss. 5 Intentionally left blank. 6. Evidence of Insurance 6 1 Provision of Evidence. Evidence of the msurance coverage required to be mamtained by the Contractor, represented by certificates of insurance, evidence of insurance, and endorsements issued by the insurance company or its legal agent, and must be furmshed to the Owner prior to commencement of Work and not late-- than fifteen (15) days after receipt of this Agreement. New certificates c insurance, evidence of insurance, and endorsements shall be provided to the Owner prior to the termination date of the current certificates of insurance, evidence of insurance, and endorsements. 05/2007 00700-C8 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.2 Form 6.2.1 All property insurance required herein shall be evidenced by ACORD form. 28, "Evidence of Property Insurance" 6.2.2 All liability insurance required herem shall be evidenced by ACORD form 25, "Certificate of Insurance" 6.3 Specifications. Such certificates of insurance, evidence of insurance, and endorsements shall specify 6.3 1 The Owner as a certificate holder with correct mailing address. 6.3.2 Insured's name, which must match that on this Agreement. 6.3.3 Insurance companies affording each coverage, policy number of each coverage, policy dates of each coverage, all coverages and limits described herein, and signature of authorized representative of insurance company 6.3 4 Producer of the certificate with correct address and phone number listed. 6.3.5 Additional insured status required herein. 6.3 6 Amount of any deductibles and/or retentions. 6.3 7 Cancellation, non-renewal and matenal reduction in coverage notification as required by this Agreement. Additionally, the words "endeavor to" and "but failure to mail such notice shall impose no obligation or liability of any kind upon Company, it agents or representatives" shall be deleted from the cancellation provision of the ACORD 25 certificate of insurance form. 6.3 8 Designated Construction Project Aggregate Limits required herein. 6.3.9 Personal Injury contractual liability required herein. 6.3 10 Primary and non-contributing status required herein. 6.3 11 Waivers of subrogation required herein. 6 4 Required Endorsements. A copy of each of the required endorsements shall also be provided. 6.5 Failure to Obtam. Failure of any Owner Party to demand such certificate or other evidence of full compliance with these insurance requirements or failure of any Owner Party to identify a deficiency from evidence that is provided shall not be construed as a waiver of the Contractor's obligation to maintain such insurance. 6 6 Certified Copies. Upon request of any Owner Party, the Contractor shall provide to the Owner a certified copy of all insurance policies required herein within ten (10) days of any such request. Renewal policies, if necessary, shall be delivered to the Owner pnor to the expiration of the previous policy 6 7 Commencement of Work. Commencement of Work without provision of the required certificate of insurance, evidence of insurance and/or required endorsements, or without compliance with any other provision of this Agreement, shall not constitute a waiver by any Owner Party of any nghts. The Owner shall have the right, but not the obligation, of prohibiting the Contractor or any subcontractor from performmg any Work until such certificate of insurance, 05/2007 00700-C9 CITY OFPEARLAND GENERAL CONDITIONS OF AGREEMENT evidence of msurance and/or required endorsements are received and approved b the Owner 7 Insurance Requirements of Contractor's Subcontractors 7 1 Insurance similar to that required of the Contractor shall be provided by all subcontractors (or provided by the Contractor on behalf of subcontractors) to cover operations performed under any subcontract agreement. The Contractor shall be. held responsible for any modification in these insurance requirements as they apply to subcontractors. The Contractor shall maintain certificates of insurance from all subcontractors containing provisions similar to those listed herein (modified to recognize that the certificate is from subcontractor) enumerating, among other things, the waivers of subrogation, additional insured status, and primary liability as required herein, and make them available to the Owner upon request. 7.2 The Contractor is fully responsible for loss and damage to its property on the site, including tools and equipment, and shall take necessary precautions to prevent damage to or vandalism, theft, burglary, pilferage and unexplained disappearance of property Any insurance covering the Contractor's or its subcontractor's property shall be the Contractor's and its subcontractor's sole and complete means or recovery for any such loss. To the extent any loss is not covered by said insurance or subject to any deductible or co-insurance, the Contractor shall not be reimbursed for same. Should the Contractor or its subcontractors choose to self insure this risk it is expressly agreed that the Contractor hereby waives, and shall cause it subcontractors to waive, any claim for damage or loss to said property in favor of the Owner Parties. 8 Use of the Owner's Equipment. The Contractor, its agents, employees, subcontractors or suppliers shall use the Owner's equipment only with express wntten permission of the Owner's designated representative and in accordance with the Owner's terms and condition for such use. If the Contractor or any of its agents, employees, subcontractors or suppliers utilize any of the Owner's equipment for any purpose, including machinery, tools, scaffolding, hoists, lifts or similar items owned, leased or under the control of the Owner, the Contractor shall defend, indemnify and be liable to the Owner Parties for any and all loss or damage which may arise from such use. 9 Release and Waiver The Contractor hereby releases, and shall cause its subcontractors to release, the Owner Parties from any and all claims or causes of action whatsoever which the Contractor and/or its subcontractors might otherwise now or hereafter possess resulting in or from or in any way connected with any loss covered by insurance, whether required herein or not, or which should have been covered by insurance required herein, including the deductible and/or uninsured portion thereof, maintained and/or required to be maintained by the Contractor and/or its subcontractors pursuant to this Agreement. 05/2007 00700-C10 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT Section 00800 SPECIAL CONDITIONS OF AGREEMENT The following Special Conditions modify the General Conditions,Document 00700. Where a portion of the General Conditions is modified or deleted by these Special Conditions,the unaltered portions of the General Conditions shall remam in effect. (Following are examples of Special Conditions. These must be developed specifically for each prof ect.) 1 01 Add the following paragraph to the end of Article 1 01 The OWNER'S representative on the project site is: telephone 4 05 Add the following paragraph to Article 4 05 A Maintenance Bond in accordance with Document 00612 of the Project Manual is required for this Project. The cost of this bond shall be included m the CONTRACTOR'S Bid Proposal. Attachment No 3 To General Conditions,Owner's Insurance Requirements of Contractor,Article 4.6 Builder's Risk—(Builder's Risk Insurance may not be required for every project) Etc. END OF SECTION 09/2007 00800- 1 of 1 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION Section 00811 WAGE SCALE FOR ENGINEERING CONSTRUCTION 1 01 In accordance with the Prevailing Wage law on Public Works (Article 2258 of the Texas Government Code),the public body awardmg the contract does hereby specify the rates shown in Table 00811-A following to be the general prevailing rates in the locality in which the work is being performed. 1 02 This prevailing wage rate does not prohibit the payment of more than the rates stated. 1 03 The wage scale for engineering construction is to be applied to all site work greater than five (5) feet from an extenor wall of new building under construction or from an extenor wall of an existmg building. (Attach the current wage rates. Number the pages 00811-2, 00811-3, etc.) 07/2006 00811 - 1 of 2 CITY OFPEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION Table 00811-A PREVAILING WAGE RATES FOR ENGINEERING CONSTRUCTION CLASSIFICATION RATE CLASSIFICATION RATE ASPHALT RAKER 8.28 ASPHALT PAVING MACHINE 10.05 ASPHALT SHOVELER 7 45 BROOM OR SWEEPER OPERATOR 8.01 HATCHING PLANT WEIGHER 11 11 BULLDOZER 9.91 CARPENTER 10.35 CONCRETE CURING MACHINE 8.80 CONCRETE FINISHER-PAVING 9.87 CONCRETE FINISHING MACHINE 11 79 CONCRETE FINISHER-STRUCTURES 9.86 CONCRETE JOINT SEALER 10.50 CONCRETE RUBBER 9 00 CONCRETE PAVING FLOAT 9.30 ELECTRICIAN 16.15 CONCRETE PAVING SAW 10.01 FLAGGER 6.66 CONCRETE PAVING SPREADER 9.32 _ FORM BUILDER(STRUCTURES) 9.96 SLIPFORM MACHINE OPERATOR 9.20 FORM LINER-PAVING&CURB 9 03 CRANE,CLAMSHELL,BACKHOE, 11.35 DERRICK,DRAGLINE,SHOVEL FORMSETTER(PAVING/CURB) 8.86 CRUSHER/SCREENING PLAN 11.00 FORM SETTER-STRUCTURES 9 05 FOUNDATION DRILL OPERATOR, 12.59 CRAWLER MOUNTED LABORER-COMMON 7 45 FOUNDATION DRILL OPERATOR 12.73 TRUCK MOUNTED LABORER-UTILITY 8.53 .FRONT END LOADER 9.29 _ LINEPERSON 7.50 MILLING MACHINE OPERATOR 10 43 _ MANHOLE BUILDER(BRICK) 8.49 MIXER 7.94 MECHANIC 11.38 MOTOR GRADER(FINE GRADE) 11 11 OILER 9.56 MOTOR GRADER 10.67 _ SERVICER 9.51 PAVEMENT MARKING MACHINE 7 45 PAINTER-STRUCTURES 14 00 ROLLER,STEEL WHEEL PLANT 9.25 MIX PAVEMENTS PILEDRIVER 10.96 ROLLER,STEEL WHEEL OTHER 7.61 FLATWHEEL OR TAMPING PIPE LAYER 8.49 ROLLER,PNEUMATIC,SELF PROPELLED 7.96 ASPHALT DISTRIBUTOR 9 47 SCRAPER 8.69 TRACTOR-CRAWLER TYPE 10 12 TRACTOR-PNEUMATIC 8.99 TRAVELING MIXER 9.35 TRENCHING MACHINE-LIGHT 10.50 TRENCHING MACHINE-HEAVY 13.56 WAGON-DRILL,BORING MACHINE 10 15 REINFORCING STEEL SETTER(PAVING) 12.50 REINFORCING STEEL SETTER 12.47 STRUCTURES STEEL WORKER-STRUCTURAL 10.35 SIGN ERECTOR 10.06 SPREADER BOX OPERATOR 9 08 SIGN INSTALLER 7 45 WORK ZONE BARRICADE 7 45 TRUCK DRIVER-SINGLE AXLE LIGHT 8.15 TRUCK DRIVER-SINGLE AXLE HEAVY 8 76 TRUCK DRIVER-TANDEM AXLE SEMI 8.00 TRAILER TRUCK DRIVER-LOWBOY/FLOAT 11.29 WELDER 10 43 END OF SECTION 07/2006 00811 -2 of 2 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 1 TECHNICAL SPECIFICATIONS DIVISION 1 GENERAL REQUIREMENTS 04/2008 CITY OF PEARLAND SUMMARY OF WORK 05/2008 01100-1 of 2 Section 01100 SUMMARY OF WORK 1.0 GENERAL 1.01 SECTION INCLUDES A A summary of the Work to be performed under this Contract,work by Owner,Owner furnished products, Work sequence, future Work, Contractor's use of Premises, and Owner occupancy 1.02 WORK COVERED BY CONTRACT DOCUMENTS A Work of the Contract is for the construction of fully actuated traffic signal systems at the mtersections of Souithfork Dr./C.R. 90 and Southfork Dr./C.R. 94, including the following intersection improvements.signing,pavement marking,and the construction of pedestrian ramps and the re-construction of existing median noses. 1.03 WORK BY OWNER A 1 04 OWNER FURNISHED PRODUCTS A 1.05 WORK SEQUENCE A B Contractor to submit project schedule to Engineer&Owner for approval as specified in Section 01300—Submittals. C Contractor shall coordmate the Work with the Engineer and Owner as specified in Section 01040 - Coordmation and Meetings. 1.06 FUTURE WORK A 1.07 CONTRACTOR'S USE OF PREMISES A Comply with procedures for access to the site and Contractor's use of nghts-of-way as specified in Section 01140 - Contractor's Use of Premises. B Contractor shall be responsible for all utilities required for construction. 1.08 OWNER OCCUPANCY CITY OF PEARLAND SUMMARY OF WORK 05/2008 01100- 1 of 2 CITY OF PEARLAND SUMMARY OF WORK 05/2008 01100-2 of 2 A Cooperate with the Owner to minimize conflict, and to facilitate the Owner's operations Coordinate Contractor's activities with Engineer B Schedule Work to accommodate this requirement. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION-NotUsed END OF SECTION CITY OF PEARLAND SUMMARY OF WORK 05/2008 01100-2 of 2 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES Section 01140 CONTRACTOR'S U,SE OF PREMISES 1.0 GENERAL 1.01 SECTION INCLUDES A General use of the Project Site including properties inside and outside of the limits of construction, work affecting roads, ramps, streets and driveways and notification to adjacent occupants B References to Technical Specifications 1 Section 01350—Submittals 2 Section 01730—Cutting&Patching 3 Section 01555—Traffic Control&Regulation 4 Section 01562—Waste Material Disposal 5 Section 01720—Field Surveying 6 Section 02980—Pavement Repair 7 Section 02770—Curbs, Curb &Gutter, &Headers 8 Section 02255—Bedding, Backfill, &Embankment Materials 9 Section 02922—Sodding 10 Section 02921 —Hydromulch Seeding 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals 1.03 LIMITS OF CONSTRUCTION A Confine access,operations,and storage areas to limits of construction as shown on the Plans provided by Owner as stipulated m Section 00700— General Conditions of Agreement; trespassing on abutting lands or other lands in the area is not allowed. B Contractor may make arrangements, at Contractor's cost,for temporary use of private properties,in which case Contractor and Contractor's surety shall indemnify and hold harmless the Owner against claims or demands-arising from such use of properties outside of the limits of construction. 1 Improvements to private properties made for the Contractor's use must be removed upon completion of the Work. a. No fill material may be placed in temporary work areas or on adjacent private properties without the written permission of the Engineer or the issuance of a Fill Permit by the City of Pearland or other governing entity C Restrict total length which materials may be distributed along the route of the construction at any one time to 1,000 linear feet unless otherwise approved by Engineer 02/2008 01140- 1 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 1.04 PROPERTIES OUTSIDE OF LIMITS OF CONSTRUCTION A Altenng the condition of properties adjacent to and along the limits of construction will not be permitted unless authorized by the Engineer and property owner(s) B Means,methods,techniques, sequences,or procedures which will result in damage to properties or improvements in the vicinity outside of the limits of construction will not be permitted. C Any damage to properties outside of the limits of construction shall be repaired or replaced to the satisfaction of the Engineer and at no cost to the Owner D Contractor shall protect or replace all property corners,monuments or other demarcations disturbed, damaged or lost as a result of his activities. The replacement of these devices shall be properly documented to the satisfaction of the City by a Registered Public Land Surveyor with copies delivered to the Owner or pnvate property owner 1.05 USE OF SITE A Obtain approvals of governing authonties pnor to impeding or closing public roads or streets. Do not close consecutive intersections simultaneously B Notify Engineer 48 hours pnor to closing a street or a street crossing. Permits for street closures are required in advance and are the responsibility of the Contractor C Maintain access for emergency vehicles including access to fire hydrants. D Avoid obstructing drainage ditches or inlets, when obstruction is unavoidable due to requirements of the Work, provide grading and temporary drainage structures to maintain unimpeded flow E Locate and protect private lawn sprinkler systems which may exist on rights-of-ways within the Project Site. Repair or replace damaged systems to condition equal to or better than that existing at start of the Work. F When required by the Work, cutting, patching, and fitting of Work to existing facilities,accommodating installation or connection of Work with existing facilities,or uncovenng Work for access, inspection, or testing shall be performed in accordance with Section 01730—Cutting&Patching. G Fires are not permitted on the Project Site. 1.06 NOTIFICATION TO ADJACENT OCCUPANTS A Notify individual occupants in areas to be affected by the Work of the proposed r construction and time schedule. Notification shall be 24 hours,72 hours and 2 weeks - pnor to work being performed within 200 feet of the homes or businesses. 02/2008 01140-2 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES B Include in notification names and telephone numbers of two representatives for resident contact,who will be available on 24-hour call. Include precautions which will be taken to protect private property and identify potential access or utility inconvenience or disruption. C Submit proposed notification to Engineer for approval. Consideration shall be given to the ethnicity of the neighborhood where English is not the dominant language. Notice shall be in an understandable language. 1.07 EXCAVATION IN STREETS AND DRIVEWAYS A Avoid hindering or needlessly inconveniencing public travel on a street or any intersecting alley or street for more than two blocks at any one time, except by permission of the Engineer B Obtain the Engineer's approval when the nature of the Work requires closing of an entire street. Permits required for street closure are the Contractor's responsibihty Avoid unnecessary inconvenience to abutting property owners C Remove surplus materials and debris and open 1000 feet or less for public use as work in that block is complete. D Acceptance of any portion of the Work will not be based on return of street to public use. E Avoid obstructing driveways or entrances to pnvate property F Provide temporary crossing or complete the excavation and backfill in one continuous operation to minimize the duration of obstruction when excavation is required across drives or entrances. G Provide barricades and signs in accordance with Section 01555 —Traffic Control & Regulation. 1.08 CLEAN-UP A Maintain Project Site in a neat and orderly manner B Perform daily clean-up in and around construction zone of dirt,debns,scrap matenals, other disposable items C Leave streets, driveways, and sidewalks broom-clean or its equivalent at the end of each work day D Promptly remove barriers, signs, and components of other control systems that are no longer being utilized. E Dispose of waste and excess materials in accordance with requirements of Section 01562—Waste Material Disposal. 02/2008 01140-3 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 1.09 RESTORATION A Restore damaged permanent facilities to pre-construction conditions unless replacement or abandonment of facilities is indicated on the Plans. B Repair/Replace removed or damaged pavement in accordance with Section 02980— Pavement Repair and removed or damaged curbs, gutters, and headers in accordance with Section 02770 — Curbs, Curb & Gutter, & Headers. Repair/Replace with like materials to match existing style, lines, grades, etc., unless otherwise directed by Engineer C Repair turf areas which become damaged by Contractor's operations at no additional cost to Owner Level with bank sand or topsoil, conforming to Section 02255—Bedding,Backfill, & Embankment Materials, as approved by the Engineer Provide sodding in areas of residential land use over the surface of ground disturbed during construction and not paved, or not designated to be paved, in accordance with Section 02922—Sodding. Use only block sodding; do not use spot sodding or spngging Provide hydromulch seeding in areas of commercial, industrial or undeveloped land use over the surface of ground disturbed during construction and not paved, or not designated to be paved, in accordance with Section 02921 —Hydromulch Seeding. Water and level newly sodded areas with adjoining turf using steel wheel rollers appropriate for sodding. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01140-4 of 4 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES Section 01200 MEASUREMENT AND PAYMENT PROCEDURES 1.0 GENERAL 1.01 SECTION INCLUDES A Procedures for measurement and payment of Work. B Conditions for nonconformance assessment and nonpayment for rejected products. C References to Technical Specifications See Bid Proposal Sheet D Reference Standards 1 Concrete Reinforcing Steel Institute (CRSI) 2. Amencan Institute of Steel Construction(AISC) 1.02 AUTHORITY A Units and methods delineated in this Section are intended to complement the cntena of the Technical Specifications and Section 00300—Bid Proposal. B In the event of conflict, the unit specified for Bid Items in Section 00300 — Bid Proposal shall govern. C Measurements and quantities submitted by the Contractor will be verified by the Engineer D Contractor shall provide necessary equipment, workers, and survey personnel as required by Engineer to verify quantities 1.03 UNIT QUANTITIES SPECIFIED A Quantity and measurement estimates stated m Section 00300—Bid Proposal are for contract purposes only Quantities and measurements supplied or placed in the Work, authorized and verified by Engineer shall determine payment as stated in Section 00700— General Conditions Of Agreement. B If the actual Work requires greater or lesser quantities than those quantities indicated in Section 00300 — Bid Proposal, provide the required quantities at the unit prices contracted except as otherwise stated in Section 00700 — General Conditions of Agreement or in executed Change Order 1.04 MEASUREMENT OF QUANTITIES A Measurement by Weight: Reinforcing steel, rolled or formed steel or other metal shapes will be measured by CRSI or AISC Manual of Steel Construction weights. Welded assemblies will be measured by CRSI or AISC Manual of Steel Construction or scale weights. 05/2007 01200- 1 of 3 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES B Measurement by Volume 1 Stockpiles Measured by cubic dimension using mean length, width, and height or thickness. 2. Excavation and Embankment Matenals. Measured by cubic dimension using the average end area method. C Measurement by Area. Measured by square dimension using mean length and width or radius. D Linear Measurement: Measured by linear dimension, at the item centerline or mean chord. E Stipulated Pnce Measurement: By unit designated in the agreement. F Other Items measured by weight, volume, area, or lineal means or combination, as appropriate, as a completed item or unit of the Work. 1.05 PAYMENT A Payment includes full compensation for all required supervision,labor,products,tools, equipment,plant,transportation,services,and incidentals,and erection,application or installation of an item of the Work; and Contractor's overhead and profit. The price bid shall include the total cost for required Work. Claims for payment as Unit Price , Work not specifically covered in Section 00300—Bid Proposal will not be accepted. B Progress Payments for Unit Pnce Work will be based on the Engineer's observations and evaluations of quantities incorporated in the Work multiplied by the unit price. C Progress Payments for Lump Sum Work will be based on the Engineer's observations and evaluations of the percentage of quantities included in the schedule of values incorporated in the Work. D Final Payment for Work governed by umt prices will be made on the basis of the actual measurements and quantities determined by Engineer multiplied by the unit pnce for Work which is incorporated in or made necessary by the Work. 1.06 NONCONFORMANCE ASSESSMENT A Remove and replace the Work, or portions of the Work, not conforming to the Contract Documents. B If, in the opinion of the Engineer, it is not practical to remove and replace the Work, the Engineer will direct one of the following remedies 1 The nonconforming Work will remain as is, but the unit price will be adjusted to a lower price at the discretion of the Engineer 2. The nonconforming Work will be modified as authorized by the Engineer, and the unit price will be adjusted to a lower price at the discretion of the Engineer, if the modified Work is deemed to be less suitable than originally specified. 05/2007 01200-2 of 3 CITY OF PEARL.A_ND MEASUREMENT AND PAYMENT PROCEDURES C Individual Technical Specifications may modify these options or may identify a specific formula or percentage price reduction. D The authonty of the Engineer to assess the nonconforming Work and identify payment adjustment is final. 1.07 NONPAYMENT FOR REJECTED PRODUCTS A Payment will not be made for any of the following: 1 Products wasted or disposed of in a manner that is not acceptable to Engineer 2. Products determined as nonconforming before or after placement. 3 Products not completely unloaded from transporting vehicle. 4 Products placed beyond the lines and levels of the required Work. 5 Products remaining on hand after completion of the Work,unless specified otherwise. 6 Loading, hauling, and disposing of rejected products 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 05/2007 01200-3 of 3 CITY OF PEARLAND CHANGE ORDER PROCEDURES Section 01290 CHANGE ORDER PROCEDURES 1.0 GENERAL 1.01 SECTION INCLUDES A Procedures for processing Change Orders,including: 1 Assignment of a responsible individual for approval and communication of changes in the Work; 2. Documentation of change in Contract Price and Contract Time, 3 Change procedures, using proposals and construction contract modifications,Work Change Directive, Stipulated Price Change Order,Unit Price Change Order,Time and Materials Change Order; 4 Execution of Change Orders, 5 Correlation of Contractor Submittals B References to Technical Specifications 1 Section 01350—Submittals 2. Section 01760—Project Record Documents C Other References 1 Rental Rate Blue Book for Construction Equipment(Data Quest Blue Book) Rental Rate is defined as the full unadjusted base rental rate for the appropriate item of construction equipment. 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals 1.03 RESPONSIBLE INDIVIDUAL A Contractor shall provide a letter indicating the name and address of the individual authorized to execute change documents, and who shall also be responsible for informing others in Contractor's employ and Subcontractors of changes to the Work. The information shall be provided at the Preconstruction Conference. 1.04 DOCUMENTATION OF CHANGE IN CONTRACT PRICE AND CONTRACT TIME A Provide full information required for identification and evaluation of proposed changes, and to substantiate costs of proposed changes in the Work. B Contractor shall document each Proposal for Change in cost or time with sufficient data to allow for its evaluation. 02/2008 01290- 1 of 4 CITY OF PEARLAND CHANGE ORDER PROCEDURES C Proposal for Change shall include, as a minimum, the following information as applicable. 1 Original Quantities of items in Section 00300—Bid Proposal with additions, reductions, deletions, and substitutions 2. When Work items were not included in Section 00300—Bid Proposal, Contractor shall provide unit prices for the new items, with supporting information as required by the Engineer 3 Justification for any change in Contract Time. 4 Additional data upon request. D For changes in the Work performed on a time-and-material basis, the following additional information may be required. 1 Quantities and description of products and equipment. 2. Taxes, insurance and bonds. 3 Overhead and profit as noted in Section 00700—General Conditions of Agreement, 7 03 "Extra Work" 4 Dates and times work was performed, and by whom. 5 Time records and certified copies of applicable payrolls 6 Invoices and receipts for products,rented equipment, and subcontracts, similarly documented. E Rented equipment will be paid to the Contractor by actual invoice cost for the duration of time required to complete the extra work. If the extra work comprises only a portion of the rental invoice where the equipment would otherwise be on the site,the Contractor shall compute the hourly equipment rate by dividing the actual monthly invoice by 176 (One day equals 8 hours and one week equals 40 hours.) Operating costs shall not exceed the estimated operating costs given for the item of equipment in the Blue Book. F For changes in the work performed on a time-and-materials basis using Contractor- owned equipment, compute rates with the Blue Book as follows 1 Multiply the appropriate Rental Rate by an adjustment factor of 70 percent plus the full rate shown for operating costs. The Rental Rate utilized shall be the lowest cost combination of hourly, daily, weekly or monthly rates. Use 150 percent of the Rental Rate for double shifts (one extra shift per day) and 200 percent of the Rental Rate for more than two shifts per day No other rate adjustments shall apply 2. Standby rates shall be 50 percent of the appropriate Rental Rate shown in the Blue Book. Operating costs will not be allowed. 1.05 CHANGE PROCEDURES A Changes to Contract Price or Contract Time can only be made by issuance of a Change Order Issuance of a Work Change Directive or written acceptance by the Engineer of changes will be formalized into Change Orders. All such changes will be m accordance with the requirements of Section 00700 — General Conditions of Agreement, 7 01 "Change Orders" 02/2008 01290-2 of 4 CITY OF PEARLAND CHANGE ORDER PROCEDURES B The Engineer will advise Contractor of Minor Changes in the Work not involving an adjustment to Contract Pnce or Contract Time as authonzed by Section 00700 — General Conditions of Agreement, 7 02 "Minor Changes", by issuing supplemental instructions. C Contractor may request clarification of Plans, Technical Specifications or Contract Documents or other information. Response by the Engineer to a Request for Information does not authonze the Contractor to perform tasks outside the scope of the Work. All changes must be authonzed as described in this Section. 1.06 PROPOSALS FOR CHANGE AND CONTRACT MODIFICATION A The Engineer may issue a Request for Proposal,which includes a detailed description of a proposed change with supplementary or revised Plans and Technical Specifications The Engineer may also request a proposal in the response to a Request for Information. Contractor will prepare and submit its Proposal for Change within 7 days or as specified in the request. B The Contractor may propose an unsolicited change by submitting a Proposal for Change to the Engineer describing the proposed change and its full effect on the Work, with a statement describing the reason for the change and the effect on the Contract Price and Contract Time including full documentation. 1.07 WORK CHANGE DIRECTIVE A Engineer may issue a signed Work Change Directive instructing the Contractor to proceed with a change in the Work, for subsequent inclusion in a Change Order B The document will describe changes in the Work and will designate a method of determining any change in Contract Price or Contract Time. C Contractor shall proceed promptly to execute the changes in the Work in accordance with the Work Change Directive. 1.08 STIPULATED PRICE CHANGE ORDER A A Stipulated Pnce Change Order will be based on an accepted Proposal for Change including the Contractor's lump sum pnce quotation. 1.09 UNIT PRICE CHANGE ORDER A Where Unit Pnces for the affected items of the Work are included in Section 00300- Bid Proposal , the Unit Pnce Change Order will be based on unit prices as originally bid, subject to provisions of Section 00700—General Conditions of Agreement. B Where unit prices of the Work are not pre-determined in Section 00300 — Bid Proposal, Work Change Directive or accepted Proposal for Change will specify the unit prices to be used. 02/2008 01290-3 of 4 CITY OF PEARLAND CHANGE ORDER PROCEDURES 1.10 TIME-AND-MATERIAL CHANGE ORDER A Contractor shall provide an itemized account and supporting data after completion of change,within time limits indicated for claims in Section 00700—General Conditions of Agreement. B Engineer will determine the change allowable in Contract Price and Contract Time as provided in Section 00700—General Conditions of Agreement. C Contractor shall maintain detailed records of work done on time-and-matenal basis as specified in this Section, 1 04 "Documentation of Change in Contract Price and Contract Time" D Contractor shall provide full information required for evaluation of changes,and shall substantiate costs for changes in the Work. 1.11 EXECUTION OF CHANGE DOCUMENTATION A Engineer will issue Change Orders,Work Change Directives, or accepted Proposals for Change for signatures of parties named in Section 00500 — Standard Form of Agreement. 1.12 CORRELATION OF CONTRACTOR SUBMITTALS A For Stipulated Price Contracts, Contractor shall promptly revise Schedule of Values and Application for Payment forms to record each authorized Change Order as a separate line item and adjust the Contract Price. B For Unit Price Contracts,the next monthly Application for Payment of the Work after acceptance of a Change Order will be revised to include any new items not previously included and the appropriate unit rates C Contractor shall promptly revise progress schedules to reflect any change in Contract Time, and shall revise schedules to adjust time for other items of work affected by the change, and resubmit for review D Contractor shall promptly enter changes to the on-site and record copies of the Plans, Technical Specifications or Contract Documents as required in Section 01760 — Project Record Documents. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01290-4 of 4 CITY OF PEARLAND COORDINATION AND MEETINGS Section 01310 COORDINATION AND MEETINGS 1.0 GENERAL 1.01 SECTION INCLUDES A Section includes general coordination including Preconstruction Conference, Site Mobilization Conference, and Progress Meetings B References to Technical Specifications 1 Section 01100— Summary of Work 1.02 RELATED DOCUMENTS A Coordination is required throughout the documents. Refer to all of the Contract Documents and coordinate as necessary 1.03 ENGINEER AND REPRESENTATIVES A The Engineer may act directly or through designated representatives as defined in Section 00700 — General Conditions of Agreement, 1.01 "Owner, Contractor, and Engineer", and as identified by name at the Preconstruction Conference. 1.04 CONTRACTOR COORDINATION A Coordinate scheduling,submittals,and work of the various Technical Specifications to assure efficient and orderly sequence of installation of interdependent construction elements. B Coordinate completion and clean up of the Work for Substantial Completion and for portions of the Work designated for.Owner's partial occupancy C Coordinate access to Project Site for correction of nonconforming work to minimize disruption of Owner's activities where Owner is in partial occupancy 1.05 PRECONSTRUCTION CONFERENCE A Engineer will schedule a Preconstruction Conference. B Attendance Required. Engineer's representatives,Consultants,Contractor,and major Subcontractors. C Agenda. 1 Distribution of Contract Documents. 2. Designation of personnel representing the parties to the Contract, and the Consultant. 3 Review of insurance. 02/2008 01310- 1 of 3 CITY OF PEARLAND COORDINATION AND MEETINGS 4 Discussion of formats proposed by the Contractor for Schedule of Values, and Construction Schedule. 5 Discussion of required Submittals, including,but not limited to,Work Plans,Traffic Control Plans, Safety Programs,Construction Photographs. 6 Procedures and processing of Shop Drawings and other submittals, substitutions, Applications for Payment, Requests for Information,Request for Proposal, Change Orders, and Contract Closeout. 7 Scheduling of the Work and coordination with other contractors 8 Review of Subcontractors. 9 Appropnate agenda items listed in this Section, 106"Site Mobilization Conference", when Preconstruction Conference and Site Mobilization. Conference are combined. 10 Procedures for testing. 11 Procedures for maintaining Project Record Documents. 12. Designation of the individual authorized to execute change documents and their responsibilities. 13 Discussion of requirements of a Trench Safety Program. 1.06 SITE MOBILIZATION CONFERENCE A When required by Section 01100—Summary of Work,Engineer will schedule a Site Mobilization Conference at the Project Site prior to Contractor occupancy B Attendance Required. Engineer representatives, Consultants, Contractor's Superintendent, and major Subcontractors. C Agenda. 1 Use of premises by Owner and Contractor 2. Safety and first aid procedures 3 - Construction controls provided by Owner 4 Temporary utilities 5 Survey and layout 6 Security and housekeeping procedures 1.07 PROGRESS MEETINGS A Progress Meetings shall be held at Project Site or other location as designated by the Engineer Meeting shall be held at monthly intervals, or more frequent intervals if directed by Engineer B Attendance Required. Job superintendent, major Subcontractors and suppliers, Engineer representatives, and Consultants as appropriate to agenda topics for each meeting. C Engineer or City's representative will make arrangements for meetings,and recording minutes. D Engineer or City's representative will prepare the agenda and preside at meetings 02/2008 01310-2 of 3 CITY OF PEARLAND COORDINATION AND MEETINGS E Contractor shall provide required information and be prepared to discuss each agenda item. F Agenda. 1 Review minutes of previous meeting. 2. Review of Construction Schedule, Applications for Payment,payroll and compliance submittals 3 Field observations,problems, and decisions 4 Identification of problems which impede planned progress. 5 Review of Submittal Schedule and status of submittals. 6 Review status.of Requests for Information,Requests for Proposal. 7 Review status of Change Orders. 8 Review of off-site fabrication and delivery schedules. 9 Maintenance of updates to Construction Schedule. 10 Corrective measures to regain projected schedules. 11 Planned progress during succeeding work period. 12. Coordination of projected progress 13 Maintenance of quality and work standards 14 Effect of proposed changes on Construction Schedule and coordination. 15 Other items relating to the Work. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01310-3 of 3 CITY OF PEARLAND SUBMITTALS Section 01350 SUBMITTALS 1.0 GENERAL This Section contains general lists of Submittals and Technical Specifications that may be required for the Work. When Submittals are required elsewhere in these Technical Specifications,refer to this Section for Submittal requirements and procedures 1.01 SECTION INCLUDES A Submittal procedures for 1 Schedule of Values 2. Construction Schedules 3 Shop Drawings,Product Data, and Samples 4 Operations and Maintenance Data 5 Manufacturer's Certificates 6 Construction Photographs 7 Project Record Documents 8 Design Mixes B References to the following Technical Specifications 1 Section 01310—Coordination &Meetings 2. Section 01630—Product Options &Substitutions 3 Section 01100—Summary of Work 4 Section 01380—Construction Photographs 5 Section 01760—Project Record Documents 6 Section 02530—Gravity Sanitary Sewers 1.02 SUBMITTAL PROCEDURES A Scheduling and Handling 1 Schedule Submittals well m advance of the need for material or equipment for construction. Allow time to make delivery of material or equipment after Submittal is approved. 2. Develop a Submittal Schedule that allows sufficient time for initial review, correction,resubmission and final review of all submittals The Engineer will review and return submittals to the Contractor as expeditiously as possible but the amount of time required for review will vary depending on the complexity and quantity of data submitted. In no case will a Submittal Schedule be acceptable which allows less than 30 days for initial review by the Engineer This time for review shall in no way be justification for delays or additional compensation to the Contractor. 3 The Engineer's review of submittals covers conformity to the Plans,Technical Specifications, and dimensions which affect the layout. The Contractor is responsible for quantity determination. The Contractor is responsible for any errors, omissions or deviations from the Contract requirements, review of 01/2008 01350- 1 of 6 CITY OF PEARLAND SUBMITTALS submittals in no way relieves the Contractor from his obligation to furnish required items according to the Plans and Technical Specifications. 4 Submit 5 copies of documents unless otherwise specified in this Section or by individual Technical Specifications 5 Revise and resubmit submittals as required. Identify all changes made since previous submittal. 6 The Contractor shall assume the risk for material or equipment which is fabricated or delivered prior to approval. No material or equipment shall be incorporated into the Work or included in Applications for Payment until approval has been obtained in the specified manner B Transmittal Form and Numbering 1 Transmit each submittal to the Engineer with a transmittal form. 2. Sequentially number each transmittal form beginning with the number 1 Re- Submittals shall use the original number with an alphabetic suffix(i.e.,2A for first Re-Submittal of Subnuttal 2 or 15C for third Re-Submittal of Submittal 15) Each submittal shall only contain one type of work, material, or equipment. Mixed submittals will not be accepted. 3 Identify variations from requirements of Contract Documents and identify product or system limitations. 4 For submittal numbering of video tapes, see this Section, 1 10 "Video" C Contractor's Certification 1 Each submittal shall contain a statement or stamp signed by the Contractor, certifying that the items have been reviewed in detail and are correct and in accordance with Contract Documents, except as noted by any requested variance. 1.03 SCHEDULE OF VALUES A Submit a Schedule of Values at least 10 days prior to the first Application for Payment. A Schedule of Values shall be provided for each of the items indicated as Lump Sum (LS) in Section 00300 — Bid Proposal for which the Contractor requests to receive Progress Payments. B Schedule of Values shall be typewritten on 8-1/2"x 11",plain bond,white paper Use the Table of Contents of this Project Manual as a format for listing costs of Work by Section. C Round off figures for each listed item to the nearest$100 00 except for the value of one item, if necessary, to make the total price for all items listed in the Schedule of Values equal to the applicable Lump Sum in Section 00300—Bid Proposal. D For Unit Price Contracts, items should include a proportional share of Contractor's overhead and profit, such that the total of all items listed in the Schedule of Values equals the Contract amount. For Stipulated Price Contracts,Mobilization,Bonds,and Insurance may be listed as separate items in the Schedule of Values 01/2008 01350-2 of 6 CITY OF PEARLAND SUBMITTALS E For Lump Sum equipment items, where Submittals for Testing, Adjusting, and Balancing Reports in conjunction with Operation and Maintenance Data are required, include a separate item for equipment Operation and Maintenance Data Submittals and a separate item for Submittals of equipment Testing, Adjusting, and Balancing Reports, each valued at five(5)percent of the Lump Sum. F Revise the Schedule of Values and resubmit for items affected by contract modifications,Change Orders,and Work Change Directives. Submit revised Schedule of Values 10 days prior to the first Application for Payment after the changes are approved by the Engineer 1.04 CONSTRUCTION SCHEDULES A Submit Construction Schedules for the Work in accordance with the requirements of this Section. The Construction Schedule Submittal shall be,at a minimum,a bar chart, (computer generated or prepared manually) and a narrative report. B During the Preconstruction Meeting, as noted in Section 01310 - Coordination and Meetings, the Contractor shall provide a sample of the format to be used for the Construction Schedule Submittal.The format is subject to approval by the Engineer Review of the Submittal will be provided within 7 days of the Submittal of the sample. C Within 7 days of the receipt of approval of the Contractor's format, or 14 days of the Notice to Proceed, whichever is later, the Contractor shall submit a proposed Construction Schedule for review The Construction Schedule Submittal shall meet the following requirements 1 The Construction Schedule shall usually include a total of at least 20 but not more than 50 activities Fewer activities may be accepted, if approved by the Engineer 2 For Projects with work at different physical locations,each location should be indicated separately within the Construction Schedule. 3 For projects with multiple crafts or significant subcontractor components,these elements should be indicated separately within the Construction Schedule. 4 For Projects with multiple types of tasks within the scope,these types of work should be indicated separately within the Construction Schedule. 5 For Projects with significant major equipment items or materials worth over 25 percent of the Total Contract Price, the Construction Schedule shall indicate dates when these items are to be purchased,when they are to be delivered,and when installed. 6 For Projects where operating plants are involved, each period of work which will require the shut down of any process or operation shall be identified in the Construction Schedule and must be agreed to by the Engineer prior to starting work in the area. 7 A Billing Schedule(tabulation of the estimated monthly billings)for the Work shall be prepared and submitted by the Contractor with the first Construction Schedule. This information is not required in the monthly updates, unless significant changes in Work require re-submittal of the Construction Schedule for review The total for each month and a cumulative total will be indicated. 01/2008 01350-3 of 6 CITY OF PEARLAND SUBMITTALS These monthly forecasts are only for planning purposes of the Engineer Monthly payments for actual work completed will be made by the Engineer in accordance with Section 00700- General Conditions of Agreement. D The Contractor must receive approval of the Engineer for the Construction Schedule and Billing Schedule pnor to the first monthly Application for Payment. No payment will be made until these are accepted. E Upon written request from the Engineer, the Contractor shall revise and submit for approval all or any part of the Construction Schedule to reflect changed conditions in the Work or deviations made from the original plan and schedule. F The Contractor's Construction Schedule shall thereafter be updated with the Actual Start and Actual Finish Dates, Percent Complete, and Remaining Duration of each Activity and submitted monthly The date to be used in updating the monthly Construction Schedule shall be the same Date as is used in the monthly Application for Payment. This monthly update of the Construction Schedule shall be required before the monthly Application for Payment will be processed for payment. G The narrative Construction Schedule Report shall include a description of changes made to the Construction Schedule, Activities Added to the Construction Schedule; Activities Deleted from the Construction Schedule, any other changes made to the Construction Schedule other than the addition of Actual Start Dates and Actual Finish Dates and Remaining Durations. 1.05 SHOP DRAWINGS,PRODUCT DATA,AND SAMPLES A Shop Drawings 1 Submit Shop Drawings for review as required by the Technical Specifications. 2. Contractor's Certification, as described in this Section, 1 02 "Submittal Procedures" shall be placed on each Shop Drawing. 3 The Shop Drawing shall accurately and distinctly present the following: a. Field and erection dimensions clearly identified as such. b Arrangement and section views c. Relation to adjacent materials or structure including complete information for making connections between work under this Contract and work under other contracts. d. Kinds of materials and finishes e. Parts list and descriptions f Assembly Shop Drawings of equipment components and accessories showing their respective positions and relationships to the complete equipment package. g. Where necessary for clarity, identify details by reference to sheet numbers and detail numbers, schedule or room numbers as shown on the Plans. 4 Shop Drawing Drawings shall be to scale, and shall be a true representation of the specific equipment or item to be furnished. 01/2008 01350-4 of 6 CITY OF PEARLAND SUBMITTALS B Product Data 1 Submit Product Data for review when required in individual Technical Specifications 2. Contractor's Certification, as described in this Section, 1 02 "Submittal Procedures" shall be placed on each data item submitted. 3 Mark each copy to identify applicable products,models,options to be used in this Project. Supplement manufacturers'standard data to provide information unique to this Project, where required by the Technical Specification. 4 For products specified only by reference standard,submit manufacturer,trade name, model or catalog designation, and applicable reference standard. 5 For Approved Products, those designated in the Technical Specifications followed by the words"or approved equal", submit manufacturer,trade name, model or catalog designation, and applicable reference standard. 6. For products proposed as alternates to Approved Products, refer to Section 01630-Product Options and Substitutions, 1 04"Selection Options"and 1.07 "Substitution Procedures" 7 For products that are neither Pre-Approved, Approved, specified only by reference standard, nor proposed as alternates, submit product descnption, trade name, manufacturer, and supplier Contractor shall provide additional information upon wntten request by Engineer or Owner C Samples 1 Submit samples for review as required by the Technical Specification. 2. Contractor's Certification, as described in this Section, 1 02 "Submittal Procedures", shall be placed on each sample or a firmly attached sheet of paper 3 Submit the number of samples specified in the Technical Specification,one of which will be retained by the Engineer 4 Reviewed samples which may be used in the Work are identified in the Technical Specifications 1.06 OPERATIONS AND MAINTENANCE DATA A When specified in Technical Specification,submit manufacturers'pnnted instructions for delivery, storage, assembly, installation, start-up, operation, adjusting, finishing, and maintenance. B Contractor's Certification, as described in this Section. 1 02"Submittal Procedures", shall be placed on front page of each document. C Identify conflicts between manufacturers'instructions and Contract Documents. 1.07 MANUFACTURER'S CERTIFICATES A When specified in Technical Specification, submit manufacturers' certificate of compliance for review by Engineer B Contractor's Certification, as described in this Section, 1 02"Submittal Procedures", shall be placed on front page of the certificate. 01/2008 01350-5 of 6 CITY OF PEARLAND SUBMITTALS C Submit supporting reference data, affidavits, and certifications as appropriate. D Manufacturer's Certificates may be recent or previous test results on material or product,but must be acceptable to Engineer 1.08 CONSTRUCTION PHOTOGRAPHS A Submit photographs in accordance with Section 01380—Construction Photographs. 1 Prints. Prepare 2 pnnts of each view and submit 1 print directy to the City's Representative within 7 days of taking photographs One print shall be retained by the Contractor and made available at all times for reference on the job site. B PRECONSTRUCTION PHOTOGRAPHS 1 Prior to the commencement of any construction,take digital color photographs on the entire route of the project 2. Photographs Two prints, color, matte finish, 3 x 5 inch size,mounted on 81/2 x 11-inch soft card stock, with left edge binding margin for three hole punch, or in plastic pockets in three-ring notebook. 3 Th photographs shall show. a. Date photographs were taken b Location of the photograph, house number and street name. (This information may be shown on a chalk board in the photograph of by a label on the mountings.) 4 Photographs should show the confition of the following a. Eslpanades and boulevards b Yards (near, side and far side of street) c Housewalk, sidewalk and driveway; curb d. Area between walk and curb 1) Particular features(yard lights, shrubs, fences, trees, etc.) 2) Landscaping and decorative features C POST CONSTRUCTION PHOTOGRAPHS 1 On completion of construction, provide photographs of any public or private property which has been repaired or restored and any damage which is or may be the subject of complaints. 1.09 PROJECT RECORD DOCUMENTS A Submit Project Record Documents in accordance with Section 01760—Project Record Documents 1.10 VIDEO A Submit television video in DVD format as required in individual Technical Specifications B Transmittal forms for video disks shall be numbered sequentially begmmng with TO1, T02, T03, etc. 01/2008 01350-6of6 CITY OF PEARLAND SUBMITTALS 1.11 DESIGN MIXES A When specified, submit design mixes for review B Contractor's Certification,as described in this Section, 1.02"Submittal Procedures", shall be placed on front page of each design mix. C Mark each design mix to identify proportions, gradations,and additives for each class and type of design mix submitted. Include applicable test results on samples for each mix. D Maintain a copy of approved design mixes at mixing plant. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 01/2008 01350-7 of 6 CITY OF PEARLAND CONSTRUCTION PHOTOGRPAHS Section 01380 CONSTRUCTION PHOTOGRAPHS 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for construction photographs and submittals. B References Technical Specifications: 1 Section 01100—Summary of Work 2. Section 01350—Submittals 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Construction Photographs under this Section. Include cost in Bid Items for installed Work. 1.03 SUBMITTALS A When required by Section 01100 — Summary of Work, submit photographs in accordance applicable provisions of this Section. B Make Submittals required by this and related Sections under the provisions of Section 01350—Subnttals. C Prepare three(3)prints of each view and submit two(2) pnnts directly to the Project Manager within seven(7)days of taking photographs. One(1)print shall be retained by the Contractor in the field office at the Project Site and available at all times for reference. D When requested by the Project Manager, the Contractor shall submit extra prints of photographs,for distribution directly to designated parties who will pay the costs for the extra prints directly to the photographer E When required by individual Sections, submit photographs taken pnor to start of the Work to show original Project Site conditions. F When required by Contract Documents, submit photographs with Application for Payment. G When required by individual Sections,submit photographs taken following completion of the Work to show the condition in which the Project Site will be left. H With each submittal,include photographic negatives in protective envelopes,identified by Project Name, Contractor, and date photographs were taken. 01/2008 01380- 1 of 3 CITY OF PEARLAND CONSTRUCTION PHOTOGRAAHS ' 1.04 QUALITY ASSURANCE A Contractor shall be responsible for the timely execution of the photographs, their vantage point, direction of shot, and quality 2.0 PRODUCTS 2.01 PHOTOGRAPHS A Photographs shall be digital quality and shall be submitted on a CD B The photographs shall show on a non-elective chalkboard or white board,readable in the photograph. 1 Job number 2. Date and time photographs were taken. 3 Location of the photograph,house number and street, along with the project number C Indicate the condition of the following: 1 Esplanades and boulevards. 2. Yards (near side and far side of street). 3 House-walk and sidewalk. 4 Curb 5 Area between walk and curb 6 Particular features (yard lights, shrubs, fence, trees, etc.) 7 Date shall be on negative. 8. Provide notation of vantage point marked for location and direction of shot on a key plan of the Project Site. D Sufficient number of photographs shall be taken to show the existence or non- existence of cracked concrete and the condition of trees, shrubs and grass. E Identify each photograph with an applied label or rubber stamp on the back with the following information. 1 Name of the Project. 2. Name and address of the photographer(if a professional photographer is used) 3 Name of the Contractor 4 Date the photograph was taken. 5 Photographs to be in plastic pockets and bound in three-ring notebook for easy access and viewing. 3.0 EXECUTION 3.01 PRECONSTRUCTION PHOTOGRAPHS A Pnor to the commencement of the Work, take photographs of the entire route of the Project Site. 01/2008 01380-2 of 3 CITY OF PEARLAND CONSTRUCTION PHOTOGRPAHS 3.02 POST-CONSTRUCTION PHOTOGRAPHS A Following the completion of the Work,take photographs from corresponding vantage points and direction of shots. 3.03 PROGESS PHOTOGRAPHS A Take photographs at intervals, coinciding with the cutoff date associated with each Application for Payment and submit on CD with monthly Application for Payment. B Select the vantage points for each shot each month to best show the status of construction and progress since the last photographs were taken. Take not less than two (2) shots from the same vantage point creating a time-lapsed sequence. C Follow direction when given by the Project Manager in selecting vantage points. END OF SECTION 01/2008 01380-3 of 3 CITY OF PEARLAND REFERENCED STANDARDS Section 01420 REFERENCED STANDARDS 1.0 GENERAL 1.01 SECTION INCLUDES A General quality assurance as related to Reference Standards and a list of references. B References to Technical Specifications: None 1.02 QUALITY ASSURANCE A For Products or workmanship specified by association, trade, or Federal Standards comply with requirements of the standard, except when more ngid requirements are specified or are required by applicable codes. B Conform to reference standard by date of issue current on the date as stated in Section 00700—General Conditions of Agreement. C Request clarification from Engineer before proceeding should specified reference standards conflict with Contract Documents. 1.03 SCHEDULE OF REFERENCES AASHTO American Association of State Highway and Transportation Officials 444 North Capitol Street, N W Washington, DC 20001 ACI American Concrete Institute P O Box 19150 Reford Station Detroit, MI 48219-0150 AGC Associated General Contractors of America 1957 E Street, N W Washington, DC 20006 AI Asphalt Institute Asphalt Institute Building College Park, MD 20740 AITC American Institute of Timber Construction 333 W Hampden Avenue Englewood, CO 80110 02/2008 01420-1 of 5 CITY OF PEARLAND REFERENCED STANDARDS AISC American Institute of Steel Construction 400 North Michigan Avenue, Eighth Floor Chicago,IL 60611 AISI American Iron and Steel Institute 1000 16th Street, N W Washington,DC 20036 ASME American Society of Mechanical Engineers 345 East 47th Street New York, NY 10017 ANSI American National Standards Institute 1430 Broadway New York, NY 10018 APA American.Plywood Association Box 11700 Tacoma,WA 98411 API American Petroleum Institute 1220 L Street,N W Washington, DC 20005 AREA American Railway Engineering Association 50 F Street, N W Washington, DC 20001 ASTM American Society for Testing and Materials 1916 Race Street Philadelphia, PA 19103 AWPA American Wood-Preservers'Association 7735 Old Georgetown Road Bethesda, MD 20014 AWS American Welding Society PO Box 35104 Miami,FL 33135 AWWA American Water Works Association 6666 West Quincy Avenue Denver, CO 80235 02/2008 01420-2 of 5 CITY OF PEARLAND REFERENCED STANDARDS CLFMI Chain Link Fence Manufacturers Institute 1101 Connecticut Avenue,N W Washington,DC 20036 CRD U.S.A. Corps of Engineers Code of Ordinances City of Pearland 3519 Liberty Drive Pearland,TX 77581 CRSI Concrete Reinforcing Steel Institute 933 Plum Grove Road Schaumburg,IL 60173-4758 EJMA Expansion Joint Manufacturers Association 707 Westchester Avenue White Plains, NY 10604 FDA U.S Food and Drug Administration 5600 Fisher Lane Rockville,MD 20857-0001 FS Federal Standardization Documents General Services Administration, Specifications Unit(WFSIS) 7th and D Street S W Washington, DC 20406 ICEA Insulated Cable Engineer Association P O Box 440 S Yarmouth,MA 02664 IEEE Institute of Electrical and Electronics Engineers 445 Hoes Lane P O Box 1331 Piscataway, NJ 0855-1331 MIL Military Specifications General Services Administration, Specifications Unit(WFSIS) 7th and D Street S W Washington, DC 20406 NACE National Association of Corrosion Engineers P 0 Box 986 Katy,TX 77450 02/2008 01420-3 of 5 CITY OF PEARLAND REFERENCED STANDARDS NEMA National Electrical Manufacturers'Association 2101 L Street,N W ,Suite 300 Washington, DC 20037 NFPA National Fire Protection Association Batterymarch Park, P 0 Box 9101 Quincy,MA 02269-9101 OSHA Occupational Safety Health Administration U.S Department of Labor,.Government Printing Office Washington, DC 20402 PCA Portland Cement Association 5420 Old Orchard Road Skokie, IL 60077-1083 PCI Prestressed Concrete Institute 201 North Wacker Drive Chicago, IL 60606 SDI Steel Deck Institute Box 9506 Canton, OH 44711 SSPC Steel Structures Painting Council 4400 Fifth Avenue Pittsburgh, PA 15213 TAC Texas Administrative Code TCEQ Texas Commission on Environmental Quality P 0 Box 13087 Austin, TX 78711-3087 TxDOT Texas Department of Transportation 125 East 11th Street Austin, TX 78701-2483 Texas MUTCD Texas Manual on Uniform Traffic Control Devices (2003 Adoption) (published by Texas Department of Transportation) UL Underwriters'Laboratories, Inc. 333 Pfingston Road Northbrook, IL 60062 UNI-BELL UNI-BELL Pipe Association 2655 Villa Creek Drive, Suite 155 02/2008 01420-4 of 5 CITY OF PEARLAND REFERENCED STANDARDS Dallas,TX 75234 WRI Wire Reinforcement Institute 942 Main Street—Suite 300 Hartford, CT 06103 WWD/PI Water Well Drillers and Pump Installers Advisory Council Texas Department of Licensing and Regulation P 0 Box 12157 Austin,TX 78711 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01420-5 of 5 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL Section 01430 CONTRACTOR'S QUALITY CONTROL 1.0 GENERAL 1.01 SECTION INCLUDES A Quality assurance and control of installation and manufacturer's field services and reports B References to Technical Specifications 1 Section 01350—Submittals 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.03 QUALITY ASSURANCE/CONTROL OF INSTALLATION A Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce the Work of specified quality at no additional cost to the Owner B Comply fully with manufacturers' installation instructions, including each step in sequence. C Request clanfication from Project Manager before proceeding should manufacturers' instructions conflict with Contract Documents. D Comply with specified Standards as minimum requirements for the Work except when more stringent tolerances,codes,or specified requirements indicate higher standards or more precise workmanship E Perform work by persons qualified to produce the specified level of workmanship F Obtain copies of Standards and maintain at Project Site when required by individual Technical Specifications 1.04 MANUFACTURERS' FIELD SERVICES AND REPORTS A When specified in individual Technical Specifications, provide matenal or product suppliers' or manufacturers' technical representative to observe site conditions, conditions of surfaces and installation,quahty of workmanship,start-up of equipment, operator training,test, adjust, and balance of equipment as applicable, and to initiate operation, as required. Conform to minimum time requirements for start-up operations and operator training if defined in Technical Specifications 02/2008 01430- 1 of 2 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL B At the Project Manager's request, submit qualifications of manufacturer's representative to Project Manager fifteen (15) days in advance of required representative's services. The representative shall be subject to approval of Project Manager C Manufacturer's representative shall report observations and site decisions or instructions given to apphcators or installers that are supplemental or contrary to manufacturers'written instructions. Submit report within one(1)day of observation to Project Manager for review 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01430-2 of 2 CITY OF PEARLAND OBSERVATION SERVICES Section 01440 OBSERVATION SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Observation services and references. B References to Technical Specifications 1 Section 01450—Testing Laboratory Services 1.02 INSPECTION A Project Manager will appoint an Observer as a representative of the Owner to oversee inspections,tests,and other services specified in individual Technical Specifications. B Alternately, Project Manager may appoint, employ, and pay an independent firm to provide additional observation or construction management services as indicated in Section 01450—Testing Laboratory Services. C Reports will be submitted by the independent firm to Project Manager,Engineer,and Contractor, indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents. D Contractor shall assist and cooperate with the Observer;furnish samples of materials, design mix, equipment, tools, and storage. E Contractor shall notify Project Manager 24 hours prior to expected time for operations requinng services. Notify Engineer and independent firm when noted. F Contractor shall sign and acknowledge report for Observer 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 09/2007 01440- 1of1 CITY OF PEARLAND TESTING LABORATORY SERVICES Section 01450 TESTING LABORATORY SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Testing Laboratory Services and Contractor responsibilities related to those services B References to Technical Specifications 1 Section 01350—Submittals C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 3740, "Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction" b ASTM E 329, "Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction" 1.02 SELECTION AND PAYMENT A Owner will select,employ,and pay for services of an independent testing laboratory to perform inspection and testing identified in individual Technical Specifications. B Employment of testing laboratory shall not relieve Contractor of obhgation to perform work in accordance with requirements of Contract Documents C Owner or designated representative shall schedule and monitor testing as required to provide timely results and to avoid delay to the Work. D Contractor shall be responsible for paying for services of commercial testing laboratory, with prior approval of Owner,to perform the following: 1 Pipe diameter deflection tests on all flexible and semi-rigid sanitary sewer collection system pipe installation 2. Laboratory services required to establish mix design proposed for use for Portland cement concrete, asphaltic concrete mixtures and other material mixes requiring control by testing laboratory when required because of change in source of materials or other conditions not caused by Owner 3 Tests required to establish optimum moisture of earth and base materials and to determine required compactive effort to meet density requirements 4 Cores to test for thickness 5 Testing and inspection performed for the Contractor's convenience. 6 Retesting and repetitions of laboratory services when initial tests indicate work does not comply with requirements of Contract Documents. 04/2008 01450- 1 of 3 CITY OF PEARLAND TESTING LABORATORY SERVICES 1.03 LABORATORY REPORTS A The Engineer will receive 1 copy,the Project Manager will receive 2 copies, and the Contractor will receive 2 copies of Laboratory Reports from the testing laboratory One of the Contractor's copies shall remain at the Project Site for duration of Project. Test results which indicate non-conformance shall be transmitted immediately via fax from the testing laboratory to the Contractor and Project Manager 1.04 LIMITS ON TESTING LABORATORY AUTHORITY A Laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents B Laboratory may not approve or accept any portion of the Work. C Laboratory may not assume any duties of Contractor D Laboratory has no authority to stop the Work. 1.05 CONTRACTOR RESPONSIBILITIES A Notify Project Manager and laboratory 24 hours pnor to expected time for operations requiring inspection and testing services Notify Engineer if specification section requires the presence of the Engineer B Cooperate with laboratory personnel in collecting samples to be tested or collected on Project Site C Provide access to the Work and to manufacturer's facilities. D Provide samples to laboratory in advance of their intended use to allow thorough examination and testing. E Provide incidental labor and facilities for access to the Work to be tested,to obtain and handle samples at the site or at source of products to be tested, and to facilitate tests and inspections including storage and curing of test samples. F Arrange with laboratory and pay for 1 Retesting required for failed tests 2. Retesting for nonconforming Work. 3 Additional sampling and tests requested by Contractor for his own purposes. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION 04/2008 01450-2 of 3 CITY OF PEARLAND TESTING LABORATORY SERVICES 3.01 CONDUCTING TESTING A Laboratory sampling and testing shall conform to ASTM D 3740 and ASTM E 329,as well as other test standards specified in individual Technical Specifications. END OF SECTION 04/2008 01450-3 of 3 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS Section 01500 TEMPORARY FACILITIES AND CONTROLS 1.0 GENERAL 1.01 SECTION INCLUDES A Temporary facilities and the necessary controls for the Work including utilities, telephone, sanitary facihties, field office, storage sheds and building, safety requirements,first aid equipment,fire protection,security measures,protection of the Work and property, access roads and parking, environmental controls, disposal of trash,debris,and excavated material,pest and rodent control,water runoff and erosion control. B References to Technical Specifications Section 01350—Submittals Section 01566—Source Controls for Erosion & Sedimentation Section 01100—Summary of Work Section 01600—Material &Equipment Section 01570—Trench Safety System Section 01555 —Traffic Control &Regulation Section 01720—Field Surveying Section 01563 —Tree &Plant Protection Section 01564—Control of Ground Water&Surface Water C Referenced Standards Occupational Safety and Health Administration (OSHA) National Fire Protection Association(NFPA) Code of Ordinances, City of Pearland,Texas D Definitions. Underground Structures - sewer, water, gas, and other piping, and manholes, chambers, electrical and signal conduits, tunnels, and other existing subsurface installations located within or adjacent to the limits of the Work. Surface Structures - existing buildings, structures and other constructed installations above the ground surface Included with such structures are their foundations or any extension below the surface. Surface structures include, but are not hunted to buildings, tanks, walls,bridges, roads, dams, channels, open drainage,piping,poles, wires,posts, signs, markers, curbs, walks, guard cables, fencing, and other facilities that are visible above the ground surface 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 02/2008 01500- 1 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals 1.04 CONTRACTOR'S RESPONSIBILITY A The facilities and controls specified in this Section are considered minimum for the Work. The Contractor may provide additional facilities and controls for the proper execution of the Work and to meet Contractor's responsibilities for protection of persons and property B Comply with applicable requirements specified in other Technical Specifications. Maintain and operate temporary facilities and systems to assure continuous service. Modify and extend systems as Work progress requires Completely remove temporary materials and equipment when their use is no longer required. Restore existing facilities used for temporary services to specified or to original condition. 1.05 TEMPORARY UTILITIES A Temporary Service Make arrangements with utility service companies for temporary services Abide by rules and regulations of the utility service companies or authorities having jurisdiction. Be responsible for utility service costs until the Work is .Substantially Complete. Included are fuel,power,light,heat,and other utility services necessary for execution, completion, testing, and initial operation of the Work. B Water Provide water required for and in connection with Work to be performed and for Specified tests of piping, equipment, devices, or for other use as required for proper completion of the Work. For water to be drawn from public fire hydrants, obtain special permit or license and meter from the proper City officials. A deposit based on rates established by latest ordinance will be required. Install backflow preventor on fire hydrant supply Provide and maintain an adequate supply of potable water for domestic consumption by Contractor personnel. C Electricity and Lighting Provide electric power service as required for the Work, including testing of Work. Provide power for lighting, operation of the Contractor's equipment,or for any other use by Contractor Electric power service includes temporary power service or generator to maintain plant operations during any scheduled shutdown. Minimum lighting level shall be 5 foot-candles for open areas, 10 foot-candles for stairs and shops. 02/2008 01500-2 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS D Temporary Heat and Ventilation Provide temporary heat as necessary for protection or completion of the Work. Provide temporary heat and ventilation to assure safe working conditions, maintain enclosed areas at a minimum of 50 degrees F E Telephone Provide emergency telephone service at the Project Site for use by Contractor personnel and others performing work or furnishing services F Sanitary Facilities Provide and maintain sanitary facilities for persons on the Project Site,in compliance with federal, state, and local regulations. Locate toilets on the Project Site near the work and secluded from view insofar as possible. Keep toilets clean and supplied throughout the course of the Work. Enforce the use of sanitary facilities by construction personnel at the Project Site. Such facilities shall be enclosed. Pit-type toilets will not be permitted. No discharge will be allowed from these facilities. Collect and store sewage and waste so as not to cause a nuisance or health problem, have sewage and waste hauled off-site and properly disposed in accordance with local regulations. Control areas where sanitary facilities are located in conformance with Section 01566 -Source Controls for Erosion &Sedimentation. 1.06 FIELD OFFICE A. Provision of a Field Office is required unless otherwise stated in Section 01100 - Summary of Work. The Contractor shall confirm location of office and other temporary facilities with Owner's Representative at Pre-Construction Meeting prior to delivery and set up B At a minimum the Contractor's field office shall provide for, contain or serve to• provide a secured space for project administrative operations, periodic progress meetings,on-site storage for project files and plans,office space for CONTRACTOR's field supervisory personnel and provide a separate securable office space for OWNER's Representative including: meeting table and chairs, a single two drawer filing cabinet, a built-in drawing table and plan holders. Provide electric lighting and HVAC to the mobile office Provide for transportation,move-in,set-up,tie-down and, when project is complete,removal and move-out. 1.07 STORAGE OF MATERIALS A Provide for storage of matenals under the provisions of Section 01600-Material & Equipment. 1.08 SAFETY REQUIREMENTS A Contractor shall prepare, submit and follow a Safety Program that complies with - federal, state, and local safety codes, statutes, and practices Include in the Safety Program documented response to excavation, embankment, and trench safety requirements as specified in Section 01570-Trench Safety System. 02/2008 01500-3of9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS B Conduct operations in strict accord with applicable federal,state and local safety codes and statutes and with good construction practice. The Contractor is fully responsible and obligated to establish and maintain procedures for safety of all work, personnel and equipment involved in the Work. C Observe and comply with Texas Occupational Safety Act (Art. 5182a, V C.S ) and with all safety and health standards promulgated by Secretary of Labor under Section 107 of Contract Work Hours and Standards Act,published in OSHA Standards - 29 CFR, Part 1926, and adopted by Secretary of Labor under the Williams-Steiger Occupational Safety and Health Act of 1970, and to any other legislation enacted for safety and health of Contractor employees. Such safety and health standards apply to subcontractors and their employees as well as to the Contractor and its employees. D Observance of and compliance with the regulations shall be solely and without qualification the responsibihty of the Contractor without reliance or superintendence of or direction by the Engineer or the Engineer's representative. Immediately advise the Engineer of investigation or inspection by Federal Safety and Health inspectors of the Contractor or subcontractor's work or place of work on the Project Site under this Contract,and after such investigation or inspection,advise the Engineer of the results. Submit one copy of accident reports to Engineer within ten (10)days of occurrence. E Protect areas occupied by workmen using the best available devices for detection of lethal and combustible gases. Test such devices frequently to assure their functional capability Constantly observe infiltration of liquids into the Work area for visual or odor evidence of contamination. Take immediate and appropriate steps to seal off entry of contaminated liquids to the Work area. F Safety measures, including but not limited to safety personnel, first-aid equipment, ventilating equipment and safety equipment,in the Plans and Technical Specifications are obligations of the Contractor G Maintain required coordination with the local Police and Fire Departments dunng the entire period covered by the Contract. 1.07 FIRST AID EQUIPMENT A Provide a first aid kit throughout the construction period. List telephone numbers for physicians, hospitals, and ambulance services in each first aid kit. B Have at least one person thoroughly trained in first aid procedures present on the Project Site whenever work is in progress 1.08 FIRE PROTECTION A Fire Protection Standards. Conform to specified fire protection and prevention requirements as well as those that may be established by Federal, State, or local governmental agencies. C omply with all applicable provisions of NFPA Standard No 241, Safeguarding Building Construction and Demolition Operations 02/2008 01500-4 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS Provide portable fire extinguishers, rated not less than 2A or 5B in accordance with NFPA Standard No 10,Portable Fire Extinguishers,for each temporary building,and for every 3000 square feet of floor area of facilities under construction. Locate portable fire extinguishers within 50 feet maximum from any point on the Project Site. B Fire Prevention and Safety Measures. Prohibit smoking in hazardous areas. Post suitable warning signs in areas that are continuously or intermittently hazardous. Use metal safety containers for storage and handling of flammable and combustible liquids. Do not store flammable or combustible liquids in or near stairways or exits. Maintain clear exits from all points within a structure. 1.09 SECURITY MEASURES A Protect all materials, equipment, and property associated with the Work from loss, theft,damage,and vandalism. Contractor's duty to protect property includes Owner's property B If existing fencing or barriers are breached or removed for purposes of construction, provide and maintain temporary security fencing equal to existing. 1.10 PROTECTION OF PUBLIC UTILITIES A Prevent damage to existing public utilities during construction. These utilities are shown on the Plans at their approximate locations. Give owners of these utilities at least 48 hours notice before commencing Work in the area, for locating the utilities during construction,and for making adjustments or relocation of the utilities when they conflict with the proposed Work. 1.11 PROTECTION OF PEOPLE AND PROPERTY A Preventive Actions. Take precautions, provide programs, and take actions necessary to protect the Work and public and pnvate property from damage. Take action to prevent damage, injury or loss, including, but not limited to, the following: a. Store apparatus,materials,supplies, and equipment in an orderly,safe manner that will not unduly interfere with progress of the Work or the Work of any other contractor, any utility service company, or the Owner's operations b Provide suitable storage for materials that are subject to damage by exposure to weather, theft,breakage, or otherwise c. Place upon the Work or any part thereof only such loads as are consistent with the safety of that portion of the Work. d. Frequently clean up refuse,rubbish,scrap materials,and debris caused by construction operations, keeping the Work safe and orderly 02/2008 01500-5 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS e. Provide safe barricades and guard rails around openings, for scaffolding, for temporary stairs and ramps, around excavations, elevated walkways, and other hazardous areas. Obtain written consent from proper parties before entering or occupying with workers, tools,materials or equipment,privately owned land except on easements provided for construction. Assume full responsibility for the preservation of public and pnvate property on or adjacent to the site. If any direct or indirect damage is done by or on account of any act, omission, neglect, or misconduct in execution of the Work by the Contractor, it shall be restored by the Contractor to a condition equal to or better than that existing before the damage was done. B Barricades and Warning Signals. Where Work is performed on or adjacent to any roadway, right-of-way, or public place,furnish and erect barncades,fences, lights, warning signs, and danger signals, provide watchmen, and take other precautionary measures for the protection of persons or property and protection of the Work.Conform to Section 01555—Traffic Control& Regulation. C Preserving Control Points Maintain permanent benchmarks,monumentation,and other reference points Unless otherwise directed in writing,replace at no cost to the Owner those that are damaged or destroyed in accordance with Section 01720—Field Surveying. D Tree and Plant Protection. Protect trees, shrubs,lawns, outside of grading limits and within the grading limits as designated on the Plans,and in accordance with requirements of Section 01563—Tree &Plant Protection. E Protection of Underground and Surface Structures Known underground structures, including water, sewer, electric, and telephone services are shown on the Plans in accordance with the best information available,but is not guaranteed to be correct or complete. Contractor is responsible for making Locate Calls. Explore ahead of trenching and excavation work and uncover obstructing underground structures sufficiently to determine their location, to prevent damage to them and to prevent interruption of utility services. Restore to onginal condition damages to underground structure at no additional cost to the Owner Immediately notify the agency or company owning any existing utility which is damaged,broken,or disturbed. Obtain approval from the Engineer and agency for any repairs or relocations, either temporary or permanent. Necessary changes in location of the Work may be made by the Engineer to avoid unanticipated underground structures. If permanent relocation of an underground structure or other subsurface installations is required and not otherwise provided for in the Contract Documents,the Engineer will direct Contractor in writing to perform the Work, which shall be paid for under the provisions for changes in the Contract Price as described in Section 00700—General Conditions of Agreement. 02/2008 01500-6 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS Support in place and protect from direct or indirect injury to underground and surface structures located within or adjacent to the limits of the Work. Install such supports - carefully and as required by the party owning or controlling such structure. Before installing structure supports,Contractor shall satisfy the Engineer that the methods and procedures to be used have been approved by the owner of the structure. Avoid moving or in any way changing the property of public utilities or pnvate service corporations without prior written consent of a responsible official of that service or public utility Representatives of these utilities reserve the right to enter within the limits of this project for the purpose of maintaining their properties,or of making such changes or repairs to their property that may be considered necessary by performance of this Contract. Notify the owners and/or operators of utilities and pipelines of the nature of construction operations to be performed and the date or dates on which those operations will be performed. When construction operations are required in the immediate vicinity of existing structures,pipelines,or utilities,give a minimum of five (5) working days advance notice. Probe and flag the location of underground utilities prior to commencement of excavation. Keep flags in place until construction operations reach and uncover the utility Assume nsks attending the presence or proximity of underground and surface structures within or adjacent to the limits to the Work including but not limited to damage and expense for direct or indirect injury caused by the Work to any structure. Immediately repair damage caused, to the satisfaction of the owner of the damaged structure. 1.12 'PROTECTION OF THE WORK 'Provide protection of installed products to prevent damage from subsequent operations. Remove protection facilities when no longer needed, prior to completion of the Work. Control traffic to prevent damage to equipment, materials, and surfaces. 1.13 ROADS AND PARKING A Prevent interference with traffic and Owner operations on existing roads. B Mimmize use of existing streets and driveways by construction traffic. C Control traffic to prevent damage to equipment, materials, and surfaces D Construct and maintain temporary detours, ramps, and roads to provide for normal public traffic flow when use of public roads or streets is closed by necessities of the Work. E Provide mats or other means to prevent overloading or damage to existing roadways from tracked equipment or exceptionally large or heavy trucks or equipment F Designate temporary parking areas to accommodate construction personnel. When site space is not adequate, provide additional off-site parking. Locate as approved by ' Engineer 02/2008 01500-7 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS G Do not allow heavy vehicles or construction equipment unnecessarily in existing parking areas 1.14 ENVIRONMENTAL CONTROLS A Provide and maintain methods, equipment, and temporary construction as necessary for controls over environmental conditions at the construction site and adjacent areas B Comply with statutes,regulations, and ordinances which relate to the proposed Work for the prevention of environmental pollution and preservation of natural resources, including but not linuted to the National Environmental Policy Act of 1969,PL 91- 190, Executive Order 11514 1 Provide, install and maintain storm water runoff control including but not limited to temporary entrance, silt fencing, etc. as specified in Contract Documents C Recognize and adhere to the environmental requirements of the Project. Disturbed areas shall be strictly limited to boundaries established by the Contract Documents. Burning of rubbish, debris or waste materials is not permitted. 1.15 POLLUTION CONTROL A Provide methods,means, and facilities required to prevent contamination of soil,water or atmosphere by discharge of noxious substances from construction operations B Provide equipment and personnel to perform emergency measures required to contain any spillage, and to remove contaminated soils or hquids. Excavate and dispose of any contaminated earth off-site, and replace with suitable compacted fill and topsoil. C Take special measures to prevent harmful substances from entering receiving streams or storm water conveyance systems in conformance with TPDES requirements and Section 01566—Source Controls for Erosion &Sedimentation. D Provide systems for control of atmospheric pollutants Prevent toxic concentrations of chemicals. Prevent harmful dispersal of pollutants into the atmosphere. E Use equipment dunng construction that conforms to current federal, state, and local laws and regulations. 1.16 PEST AND RODENT CONTROL A Provide rodent and pest control as necessary to prevent infestation of Project Site. B Employ methods and use materials which will not adversely affect conditions at the Project Site or adjoining properties 02/2008 01500-8 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1.17 NOISE CONTROL A Provide vehicles, equipment, and construction activities that minimize noise to the greatest degree practicable. Noise levels shall conform to OSHA Standards- 29 CFR and in no case will noise levels be permitted which create a nuisance in the surrounding neighborhoods. B Conduct construction operations during dayhght hours from 7.30 a.m. to 6 00 p.m. except as approved by Engineer C Comply with Chapter 19 NOISE, Codes of Ordinances,City of Pearland,Texas. 1.18 DUST CONTROL A Control objectionable dust caused by operation of vehicles and equipment under the provisions of Section 01566—Source Controls for Erosion &Sedimentation. 1.19 WATER RUNOFF AND EROSION CONTROL A Provide methods to control surface water,runoff, subsurface water,and water pumped from excavations and structures to prevent damage to the Work, the Project Site, or adjoining properties in accordance with Section 01564—Control of Ground Water& Surface Water and Section 01566—Source Controls for Erosion &Sedimentation. B Inspect earthwork periodically to detect any evidence of the start of erosion. Apply corrective measures as required to control erosion. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01500-9 of 9 CITY OF PEARLAND MOBILIZATION Section 01505 MOBILIZATION 1.0 GENERAL 1.01 SECTION INCLUDES A Mobilization of construction equipment and facilities onto the Work. B Referenced Standards 1 Texas Department of Transportation (TxDOT) 2. Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A Measurement for Mobilization is on a Lump Sum basis Include 50 percent of the cost of Mobilization in the first monthly Application for Payment. B Payment is subject to the receipt and approval by Engineer of the following items, as applicable. 1 Schedule of Values (Section 01350—Submittals) 2. Trench Safety Program(Section 01570—Trench Safety System) 3 Construction Schedule(Section 01350—Submittals) 4 Pre-construction Photographs (Section 01380—Construction Photographs) 5 Installation and acceptance of Project Identification Sign(s) 6 Installation and acceptance of Field Office as defined in Section 01500, 1 06 C Payment of the remaining 50 percent of the Contract Price for Mobilization is subject to completion of Temporary Facihties as specified in Section 01500, inclusive. D Mobilization payments will be subject to Retainage as stipulated in Section 00700- General Conditions of Agreement. 2.0 PRODUCTS 2.01 PROJECT IDENTIFICATION SIGNS A Provide specified number of project identification sign(s) per Section 01580 The name,address and contact information of the general contractor for the project shall be shown on the sign per Section 01580 and the attached exhibit. 3.0 EXECUTION 3.01 PLACEMENT OF PROJECT IDENTIFICATION SIGNS A Place a Project Identification Sign as described in Section 01580,part 103,D visible to passing traffic or as directed by Engineer END OF SECTION 07/2006 01505- 1 of 1 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS Section 01550 STABILIZED CONSTRUCTION EXITS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of erosion and sediment control for Stabilized Construction Exits used during construction and until final development of the Project site. B References to Technical Specifications 1 Section 01350—Submittals 2. Section 01562—Waste Material Disposal 3 Section 01566 —Source Controls for Erosion &Sedimentation C Referenced Standards 1 American Society of Testing and Materials (ASTM) a. ASTM D 4632, "Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required in this Section under the provisions of Section 01350 — Submittals B Manufacturer's catalog sheets and other product data on Geotextile fabric. C Sieve analysis of aggregates conforming to requirements in this Section,2.02"Course Aggregates" 2.0 PRODUCTS 2.01 GEOTEXTILE FABRIC A Provide woven or non-woven geotextile fabric made of either polypropylene, polyethylene, ethylene, or polyarmde material. B By ASTM D 4632,geotextile fabric shall have a minimum grab strength of 270 psi any principal direction, and the equivalent opening size between 50 and 140 C Both the geotextile and threads shall be resistant to chemical attack,mildew, and rot and shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 - months of expected usable life at a temperature range of 0°F to 120°F 02/2008 01550- 1 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS D Representative Manufacturers. Mirafi,Inc.,Or-Equal. 2.02 COARSE AGGREGATES A Coarse aggregate shall consist of crushed stone,gravel,concrete,crushed blast furnace slag, or a combination of these materials. Aggregate shall be composed of clean,hard, durable materials free from adherent coatings,salt,alkali,dirt,clay,loam,shale,soft or flaky materials, or organic and injurious matter B Course aggregates shall conform to the following gradation requirements. Sieve Size Percent Retained (Square Mesh) (by Weight) 21/z" 0 2" 0-20 11/2" 15 -50 3/4" 60-80 No 4 95 - 100 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A If necessary to keep the street clean of mud carried by construction vehicles and equipment, Contractor shall provide stabilized construction exits at the construction, staging,parking,storage, and disposal areas Such erosion and sediment controls shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C Maintain existing erosion and sediment control systems located within the Project Site until acceptance of the Work or until directed by the Engineer to remove and discard the existing system. D Regularly inspect and repair or replace components of stabilized construction exits. Unless otherwise directed, maintain them until the Work is accepted by the Owner Remove stabilized construction exits promptly when directed by the Engineer Discard removed materials in accordance with Section 01562—Waste Material Disposal. E Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of dedicated rights-of-way and easements for construction. Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately 02/2008 01550-2 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS F Conduct all construction operations under this Contract in conformance with the erosion control practices described in the Section 01566-Source Controls for Erosion &Sedimentation. 3.02 CONSTRUCTION METHODS A Provide stabilized access roads, subdivision roads, parking areas, and other on-site vehicle transportation routes where shown on Plans 1 B Provide stabilized construction exits, and truck washing areas when approved by Engineer, of the sizes and locations where shown on Plans or as specified in this Section. C Vehicles leaving construction areas shall have their tires cleaned to remove sediment prior to entrance onto pubhc right-of-way When washing is needed to remove sediment, Contractor shall construct a truck washing area. Truck washing shall be done on stabilized areas which drain into a drainage system protected by erosion and sediment control measures. D Details for Stabilized Construction Exits are shown on the Plans. Construction of all other stabilized areas shall be to the same requirements Roadway width shall be at least 14 feet for one-way traffic and 20 feet for two-way traffic and shall be sufficient for all ingress and egress. Furnish and place geotextile fabric as a permeable separator to prevent mixing of coarse aggregate with underlaying soil. Exposure of geotextile fabric to the elements between laydown and cover shall be a maximum of 14 days to minimize damage potential. E Roads and parking areas shall be graded to provide sufficient drainage away from stabilized areas Use sandbags,gravel,boards,or similar methods to prevent sediment from entering public right-of-way,receiving stream or storm water conveyance system. F The stabilized areas shall be inspected and maintained daily Provide periodic top dressing with additional coarse aggregates to maintain the required depth. Repair and clean out damaged control measures used to trap sediment. All sediment spilled, dropped,washed,or tracked onto public right-of-way shall be removed immediately G The length of the stabilized area shall be as shown on the Plans, but not less than 50 feet. The thickness shall not be less than 8 inches. The width shall not be less than full width of all points of ingress or egress. H Stabilization for other areas shall have the same coarse aggregate,thickness,and width requirements as the stabilized construction exit,except where shown otherwise on the Plans. I Stabihzed area may be widened or lengthened to accommodate truck washing area when authorized by Engineer 02/2008 01550-3 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS J Alternative methods of construction may be utilized when shown on Plans, or when approved by the Engineer These methods include the following: 1 Cement-Stabilized Soil, Compacted cement-stabilized soil or other fill material in an application thickness of at least 8 inches 2. Wood Mats/Mud Mats -Oak or other hardwood timbers placed edge-to- edge and across support wooden beams which are placed on top of existing soil in an application thickness of at least 6 inches 3 Steel Mats -Perforated mats placed across perpendicular support members. END OF SECTION 02/2008 01550-4 of 4 CITY OF PEARLA.ND TRAFFIC CONTROL AND REGULATION Section 01555 TRAFFIC CONTROL AND REGULATION 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for traffic control plans,signs,signals,control devices,flares,lights and traffic signals, as well as construction parking control, designated haul routes and bridging of trenches and excavations. B Requirements for and qualifications of Flaggers C References to Technical Specifications 1 Section 01350—Subnuttals 2. Section 01140—Contractor's Use of Premises D Referenced Standards 1 Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A Traffic Control and Regulation. Measurement is on a Lump Sum basis for Traffic Control and Regulation,including submittal of a traffic control plan if different from the one provided on the Plans, provision of traffic control devices, and provision of equipment and personnel as necessary to protect the Work and the public. The amount invoiced shall be determined based on the Schedule of Values submitted for traffic control and regulation. B Flaggers Measurement is on a Lump Sum basis for Flaggers as required for the Work. The amount invoiced shall be determined based on the Schedule of Values submitted for Flaggers. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B A Traffic Control Plan responsive to the Texas MUTCD and sealed by a Registered Professional Engineer is incorporated into the Plans. If the Contractor proposes to implement traffic control different than the plan provided, he shall submit a Traffic Control Plan in conformance with Texas MUTCD for approval of the Engineer C For both the Traffic Control Plan and Flaggers' use, submit Schedules of Values within 30 days following the Notice to Proceed. D Each week submit a daily log for Flaggers listing name,badge number,time start,time finish, and hours worked. 03/2008 01555- 1 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 1.04 FLAGGERS A Unless otherwise specified,use only Flaggers who are off-duty,regularly employed, uniformed Peace Officers. B Flaggers are required at the following locations 1 Where multi-lane vehicular traffic must be diverted into single-lane vehicular traffic. 2. Where vehicular traffic must change lanes abruptly 3 Where construction equipment either enters or crosses vehicular traffic lanes and walks. 4 Where construction equipment may intermittently encroach on vehicular traffic lanes and unprotected walks and cross-walks 5 Where construction activities might affect pubhc safety and convenience. 6 Where traffic regulation is needed due to rerouting of vehicular traffic around the work site. 7 When requested by Owner C The use of Flaggers is for the purpose of assisting in the regulation of traffic flow and movement, and does not in any way relieve the contractor of full responsibility for taking such other steps and provide such other Flaggers or personnel as the Contractor may deem necessary to protect the work and the public, and does not in any way relieve the Contractor of his responsibility for any damage for which he would otherwise be liable. Flaggers shall be used and maintained at such points for such periods of time as may be required to provide for the public safety and convenience of travel. 2.0 PRODUCTS 2.01 SIGNS,SIGNALS,AND DEVICES A Comply with Texas MUTCD regulations. B Traffic Cones and Drums, Flares and Lights As approved by agencies having jurisdiction. 3.0 EXECUTION 3.01 PUBLIC ROADS A Abide by laws and regulations of governing authonties when using public roads. If the Contractor's work requires that public roads be temporarily impeded or closed, approvals shall be obtained from governing authonties and permits paid for before starting any work. Coordinate activities with the Engineer B Contractor shall maintain at all times a 10-foot-wide all-weather lane adjacent to work areas which shall be kept free of construction equipment and debns and shall be for the use of emergency vehicles, or as otherwise provided in the Traffic Control Plan. 03/2008 01555-2 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION C Contractor shall not obstruct the normal flow of traffic from 7.00 a.m.to 9.00 a.m.and 4-00 p.m. to 6.00 p.m. on designated major arterials or as directed by the Engineer D Contractor shall maintain local driveway access to residential and commercial properties adjacent to work areas at all times E Cleanliness of Surrounding Streets 1 Keep streets used for entering or leaving the job area free of excavated material, debris, and any foreign material resulting from construction operations. Leave the area broom-clean or its equivalent at the end of the work day F Control vehicular parking to prevent interference with public traffic and parking,and access by emergency vehicles G Monitor parking of construction personnel's vehicles in existing facilities Maintain vehicular access to and through parking areas H Prevent parking on or adjacent to access roads or in non-designated areas. 3.02 FLARES AND LIGHTS A Provide flares and lights during hours of low visibility to delineate traffic lanes and to guide traffic. 3.03 HAUL ROUTES A Utilize haul routes designated by Owner or shown on the Plans for construction traffic. B Confine construction traffic to designated haul routes. C Provide traffic control at critical areas of haul routes to regulate traffic and minimize interference with public traffic. D Contractor shall be responsible for any damage caused by vehicles utilizing haul routes 3.04 TRAFFIC SIGNS AND SIGNALS A Install traffic control devices at approaches to the site and on site, at crossroads, detours, parking areas, and elsewhere as needed to direct construction and affected public traffic B Relocate traffic signs and control devices as Work progresses to maintain effective traffic control. 3.05 BRIDGING TRENCHES AND EXCAVATIONS A Whenever necessary,bridge trenches and excavation to permit an unobstructed flow of traffic. 03/2008 01555-3 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION B Secure bridging against displacement by using adjustable cleats,angles,bolts or other devices whenever bridge is installed. 1 On an existing bus route, 2. When more than five percent of daily traffic is comprised of commercial or truck traffic, 3 When more than two separate plates are used for the bridge, or 4 When bridge is to be used for more than five consecutive days C Install bridging to operate with minimum noise. D Adequately shore the trench or excavation to support bridge and traffic. E Extend steel plates used for bridging a minimum of one foot beyond edges of trench or excavation. Use temporary paving materials (premix) to feather edges of plates to minimize wheel impact on secured bridging. F Use steel plates of sufficient thickness to support H-20 loading, truck or lane, that produces maximum stress. 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises B Remove equipment and devices when no longer required. C Repair damage caused by installation. D Remove post settings to a depth of 2 feet. END OF SECTION 03/2008 01555-4 of 4 CITY OF PEARLAND FILTER FABRIC FENCE Section 01560 FILTER FABRIC FENCE 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of filter fabnc fence to control erosion and contain sediments and pollutants from overland flow Filter fabric fence is not for use in channehzed flow areas. Filter fabric fence may be reinforced. B References to Technical Specifications 1 Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3 Section 01562—Waste Material Disposal 4 Section 01566—Source Controls for Erosion &Sedimentation C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" b ASTM D 4632, "Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 1.02 MEASURMENT AND PAYMENT A Filter fabric fence will be measured by the linear foot between the limits of the beginning and ending of wooden stakes. B Payment for filter fabric fence will include and be full compensation for all labor, equipment,materials,supervision,and all incidental expenses for construction of these items,complete in place,including,but not limited to protection of trees,maintenance requirements, repair and replacement of damaged sections, removal of sediment deposits, and removal of erosion and sediment control systems at the end of construction. C Refer to Section 01200—Measurement&Payment Procedures 1.03. SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Manufacturer's catalog sheets and other Product Data on geotextile fabric. 03/2008 01560- 1 of 3 CITY OF PEARLAND FILTER FABRIC FENCE 2.0 PRODUCTS 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene, ethylene,or polyamide material. B By ASTM D 4632, geotextile fabric shall have a grab strength of 100 psi in any principal direction,a Mullen burst strength exceeding 200psi by ASTM-D3786,and the equivalent opening size between 50 and 140 C Filter fabric shall contain ultraviolet inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 degrees F to 120 degrees F D Representative Manufacturer Mirafi, Inc., or equal. 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric fence as specified in this Section, 3 02F Unless otherwise directed,maintain the erosion and sediment control systems until the Work is accepted by the Owner Remove erosion and sediment control systems promptly when directed by the Engineer Discard removed materials in accordance with Section 01562—Waste Material Disposal. D Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566—Source Controls for Erosion& Sedimentation. 3.02 CONSTRUCTION METHODS A Provide filter fabric fence systems in accordance with the Plan detail for Filter fabric fence. Filter fabric fence shall be installed in such a manner that surface runoff will percolate through the system in sheet flow fashion and allow sediment to be retained and accumulated. B Attach the filter fabric to 2-inch by 2-inch wooden stakes spaced a maximum of 3 feet apart and embedded a minimum of 8 inches If filter fabric is factory preassembled 03/2008 01560-2 of 3 CITY OF PEARLAND FILTER FABRIC FENCE with support netting,then maximum spacing allowable is 8 feet. Install wooden stakes at a slight angle toward the source of anticipated runoff. C Trench in the toe of the filter fabnc fence with a spade or mechanical trencher as shown on the Plans. Lay filter fabnc along the edges of the trench. Backfill and compact trench. D Filter fabnc fence shall have a minimum height of 18 inches and a maximum height of 36 inches above natural ground. E Provide the filter fabnc m continuous rolls and cut to the length of the fence to minimize the use of joints When joints are necessary, splice the Fabric together only at a support post with a minimum 6-inch overlap and seal securely F Inspect filter fabric fence systems after each rainfall,daily during periods of prolonged rainfall, and at a minimum once each week. Repair or replace damaged sections immediately Remove sediment deposits when silt reaches a depth one-third the height of the fence or 6 inches, whichever is less. END OF SECTION 03/2008 01560-3 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER Section 01561 REINFORCED FILTER FABRIC BARRIER 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of reinforced filter fabric barrier to control erosion and contain sediments and pollutants in channelized flow areas B References to Technical Specifications 1 Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3 Section 01566—Source Controls for Erosion & Sedimentation C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" b ASTM D 4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 1.02 MEASURMENT AND PAYMENT A Measurement for reinforced filter fabric barrier is on a linear foot basis between the limits of the beginning and ending fence posts, measured, accepted, and complete in place. B Payment for filter fabric barrier will include and be full compensation for all labor, equipment, materials, supervision, and incidental expenses for construction of these items,complete in place,including,but not limited to protection of trees,maintenance requirements, repair and replacement of damaged sections, removal of sediment deposits, and removal of erosion and sediment control systems at the end of construction. C Refer to Section 01200—Measurement&Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Manufacturer's catalog sheets and other product data on geotextile fabric 05/2008 01561 - 1 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER 2.0 PRODUCTS 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B By ASTM - D4632, geotextile fabric shall have a grab strength of 100 psi in any principal direction, a Mullen burst strength exceeding 200psi by ASTM-D3786,and the equivalent opening size between 50 and 140 C Filter fabnc shall contain ultraviolet inhibitors and stabihzers to provide a minimum of 6 months of expected usable construction hfe at a temperature range of 0 degrees F to 120 degrees F D Representative Manufacturer Mirafi,Inc., or equal. 2.02 FILTER FABRIC REINFORCEMENT A Provide woven galvanized steel wire fence with minimum thickness of 14 gauge and a maximum mesh spacing of 6 inches B Welded wire shall be galvanized, 2-inch by 4-inch, welded wire fabric, 121/2 gauge. 2.03 EXECUTION 2.04 PREPARATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric barrier Unless otherwise directed,maintain the erosion and sediment control systems until the Work is accepted by the Owner Remove erosion and sediment control systems promptly when directed by the Engineer Discard removed materials in accordance with Section 1562—Waste Material Disposal. D Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566—Source Controls for Erosion& Sedimentation. 05/2008 01561 -2 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER 2.05 INSTALLATION A Install reinforced filter fabric bamers for erosion and sediment control used during construction and until the final development of the Project Site Reinforced filter fabric bamers are used to retain sedimentation in channelized flow areas. B Provide reinforced filter fabric barrier in accordance with the Plan detail for Reinforced Filter Fabric Barrier Reinforced filter fabric barrier systems shall be installed in such a manner that runoff will percolate through the system and allow sediment to be retained and accumulated. C Trench in the toe of the reinforced filter fabric barrier with a spade or mechanical trencher as shown on the Plans Lay filter fabric along the edges of the trench. Backfill and compact trench. D Reinforced filter fabric barrier shall have a height of 18 inches. E Securely fasten the filter fabric to the wire with tie wires. F Provide the filter fabric in continuous rolls and cut to the length of the fence to minimize the use of joints When joints are necessary, splice the fabric together only at a support post with a minimum 6-inch overlap and seal securely G Inspect the reinforced filter fabric barrier systems after each rainfall, daily during periods of prolonged rainfall, and at a minimum once each week. Repair or replace damaged sections immediately Remove sediment deposits when silt reaches a depth one-third the height of the barrier or 6 inches, whichever is less END OF SECTION 05/2008 01561-3 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL Section 01562 WASTE MATERIAL DISPOSAL 1.0 GENERAL 1.01 SECTION INCLUDES A Disposal of waste material and salvageable material. B References to Technical Specifications 1 Section 01350—Submittals 2. Section 01566—Source Controls for Erosion&Sedimentation 3 Section 01600—Materials &Equipment 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Obtain and submit applicable permits for proposed disposal sites. C Submit a Waste Material Disposal Plan. D Submit a copy of wntten permission from property owners,along with a description of the property,prior to disposal of excess material adjacent to the Project Site. Submit a written and signed release from property owner upon completion of disposal work. City of Pearland requires individual fill placement permits for all fill placed within the City limits 1.04 WASTE MATERIAL DISPOSAL PLAN A Contractor shall formulate and implement a plan for the collection and disposal of waste materials on the Project Site which includes the following information. 1 Schedule for collection and inspection. 2. Location of trash and waste receptacles 3 Provisions for liquid waste and potential water pollutants material. B The plan shall comply with applicable federal, state, and local health and safety regulations and Section 01566—Source Controls for Erosion &Sedimentation. 2.0 PRODUCTS - Not Used 07/2006 01562- 1 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 3.0 EXECUTION 3.01 SALVAGEABLE MATERIAL A Excavated material. When indicated on Plans, load, haul, and deposit excavated material at a location or locations outside the limits of Project Site. B Base, surface, and bedding material. Deliver gravel, asphaltic, or other base and surfacing material,designated for salvage to the location designated by the Engineer C Pipe culvert: Deliver culverts designated for salvage to Owner's storage area. D Other salvageable materials Conform to requirements of individual Technical Specifications. E Coordinate delivery of salvageable material with Engineer F When temporary; on-site storage of salvaged materials is required, comply with applicable provisions of Section 01600—Materials &Equipment. 3.02 SEDIMENT DISPOSAL A Remove sediment deposits and dispose of them at the designated spoil site for the Project. If a spoil site is not designated on the Plans, dispose of sediment off site at a location not in or adjacent to a stream or floodplain. B Off-site disposal is the responsibility of the Contractor C Sediment to be placed at the Project Site should be spread evenly throughout the designated area,compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way D If sediment has been contaminated,it shall be disposed of in accordance with existing federal, state, and local rules and regulations. 3.03 EXCESS MATERIAL,WASTE,AND EQUIPMENT A Vegetation,rubble,broken concrete,debris,asphaltic concrete pavement,excess soil, and other materials not designated for salvage,shall become the property of Contractor and shall be removed from the Project Site and legally disposed of. B Dispose of removed equipment,materials,waste and debris in a manner conforming to applicable laws and regulations C Excess soil may be deposited on private property adjacent to the Project Site when written permission is obtained from property owner under the provisions of this Section, 1 04D 07/2006 01562-2 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL D Verify the flood plain status of any proposed disposal site. Do not dispose of excavated matenals in an area designated as within the 100-year Flood Hazard Area. E Waste materials shall be removed from the site on a daily basis, such that the site is maintained in a neat and orderly condition. F No matenals shall be disposed in a manner to damage the Owner in any way END OF SECTION 07/2006 01562-3 of 3 CITY OF PEARLAND TREE AND PLANT PROTECTION Section 01563 TREE AND PLANT PROTECTION 1.0 GENERAL 1.01 SECTION INCLUDES A Tree and plant protection. B References to Technical Specifications None 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 PROJECT CONDITIONS A Preserve and protect existing trees and plants to remain from foliage,branch,trunk,or root damage that could result from construction operations. B Prevent following types of damage 1 Compaction of root zone by foot or vehicular traffic, or material storage 2. Trunk damage from equipment operations, material storage, or from nailing or bolting. 3 Trunk and branch damage caused by ropes or guy wires or machine impacts. 4 Root poisoning from spilled solvents, gasoline, paint, and other noxious materials. 5 Branch damage due to improper pruning or tnmming. 6 Damage from lack of water due to- Cutting or altering natural water migration patterns near root zones. Failure to provide adequate watering. 7 Damage from alteration of soil pH factor caused by depositing lime, concrete, plaster, or other base materials near roots 8 Cutting feeder of roots or roots larger than 1-1/2 inches in diameter C. Confine Work activities to the identified Work Zone, Right of Way or Easement as described in SECTION 01140, CONTRACTOR'S USE OF PREMISES, Limits of Construction 1.04 DAMAGE ASSESSMENT A When trees,other than those designated for removal,are destroyed or badly damaged as a result of construction operations,remove and replace with same size,species,and variety up to and including 8 inches in trunk diameter Trees larger than 8 inches in diameter shall be replaced with an 8-inch diameter tree of the same species and variety and total contract amount will be reduced by an amount determined from the following 01/2008 01563- 1 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION International Shade Tree Conference formula. 0 7854 x D2 x $10 00 where D is diameter in inches of tree or shrub trunk measured 12 inches above grade B All necessary tree replacements shall be as approved by Engineer/Urban Forester 2.0 PRODUCTS 2.01 MATERIALS A Asphalt paint: Emulsified asphalt or other adhesive, elastic, antiseptic coating formulated for horticultural use on cut or injured plant tissue,free from kerosene and coal creosote. B Burlap Suitable for use as tree wrapping. C Fertilizer Liquid containing 20 percent nitrogen, 10 percent phosphorus, and 5 percent potash. 3.0 EXECUTION 3.01 PROTECTION AND MAINTENANCE OF EXISTING TREES AND SHRUBS A Except for trees and shrubs shown on Plans to be removed,all trees and shrubs withm the Project Site area are to remain and be protected from damage. B For designated trees to be removed,perform the following: 1 Stake nght-of-way limits and identify any tree of diameter greater than 4 inches which is to be removed. Mark trees prior to felling with an X in orange paint, clearly visible, on the trunk, and at eye level. 2. After marking trees give a minimum of 48-hours notice in wntmg to the Engineer of intent to begin felling operations 3 Trees whose trunks are only partially in the right-of-way shall be protected and preserved as described below C For trees or shrubs to remain,perform the following: 1 Trim trees and shrubs only as necessary Trees and shrubs requiring pruning for construction should also be pruned for balance as well as to maintain proper form and branching habit. Cut limbs at branch collar No stubs should remain on trees. Branch cuts should not gouge outer layer of tree structure or trunk. 2. Use extreme care to prevent excessive damage to root systems Roots in construction areas will be cut smoothly with a trencher before excavation begins. Do not allow ripping of roots with a backhoe or other equipment. Temporarily cover exposed roots with wet burlap to prevent roots from drying out. Cover exposed roots with soil as soon as possible. 3 Prevent damage or compaction of root zone (area inside dnpline)by construction activities. 01/2008 01563-2 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION Do not allow scarring of trunks or limbs by equipment or other means. Do not store construction materials, vehicles, or excavated material inside driphne of trees. Do not pour liquid materials inside dnpline. 4 Water and fertilize trees and shrubs that will remain to maintain their health during construction period. Supplemental watering of landscaping dunng construction should be done once a week in months receiving average rainfall and twice a week in months receiving below average rainfall. This watering shall consist of saturating soils at least 6 to 8 inches beneath surface. 5 Water areas currently being served by private sprinkler systems while systems are temporarily taken out of service to maintain health of existing landscapes 6. At option of the Contractor and with the Engineer's permission, trees and shrubs to remain may be temporarily transplanted and returned to original positions under supervision of professional horticulturist. 3.02 PROTECTIVE CONTROLS A Protection of trees or shrubs in open area. 1 Install steel drive-in fence posts in protective circle, approximately 8 feet on center, not closer than 4 feet to trunk of trees or stems of shrubs. 2. Drive steel drive-in fence posts 3 feet minimum into ground, leaving 5 feet minimum above ground. 3 For trees or shrubs in paved areas,use moveable posts constructed from concrete-filled steel pipe 2-1/2 inches minimum in diameter mounted in rubber auto tires filled with concrete. 4 Mount steel hog-wire on posts B Timber-wrap protection for trees in close proximity of moving or mechanical equipment and construction work: 1 Wrap trunk with layer of burlap 2. Install 2 x 4's or 2 x 6's (5-foot to 6-foot lengths)vertically, spaced 3 inches to 5 inches apart around circumference of tree trunk. 3 Tie in place with 12 to 9 gage steel wire. 3.03 MAINTENANCE OF NEWLY PLANTED TREES A Water newly planted trees adequately to maintain and support healthy plants. B The Contractor guarantees that trees planted for this Work shall remain alive and healthy at least until the end of a one-year warranty period. 1 Within four weeks of notice from Owner, Contractor shall replace, at his expense, any dead trees or any trees that in the opinion of Owner, have become unhealthy or unsightly or have lost their natural shape as a result of additional growth, improper pruning or maintenance, or weather conditions. 01/2008 01563-3 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION 2. When tree must be replaced, the guarantee period for that tree shall begin on date of replacement of tree, subject to the Owner's inspection,for no less than one year 3 Straighten leaning trees and bear entire cost. 4 Dispose of trees rejected at any time by Engineer at Contractor's expense. END OF SECTION 01/2008 01563-4 of 4 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER Section 01564 CONTROL OF GROUND WATER AND SURFACE WATER 1.0 GENERAL 1.01 SECTION INCLUDES A Dewatenng,depressurizing,draining,and maintaining trench and structure excavations and foundation beds in dry and stable condition. B Protecting work against surface runoff and rising flood waters C Disposing of removed water D References to Technical Specifications 1 Section 01200—Measurement &Payment Procedures 2. Section 01350—Submittals 3 Section 01570—Trench Safety Systems 4 Section 01565 —TPDES Requirements 5 Section 01566—Source Controls for Erosion & Sedimentation E Referenced Standards 1 Occupational Safety and Health Administration (OSHA) 2. Texas Commission on Environmental Quality(TCEQ) 3 Code of Ordinances, City of Pearland, Texas 4 Water Well Drillers and Pump Installers Advisory Council (WWD/PI) F Definitions 1 Ground Water Control Systems -installations external to the excavation such as well points, eductors, or deep wells. Ground water control includes dewatenng and depressurization. a. Dewatenng-lowering the water table and intercepting seepage which would otherwise emerge from slopes or bottoms of excavations and disposing of removed water The intent of dewatering is to increase stabihty of excavated slopes, prevent dislocation of material from slopes or bottoms of excavations,reduce lateral loads on sheeting and bracing; improve excavating and hauling characteristics of excavated material,prevent failure or heaving of the bottom of excavations,and to provide suitable conditions for placement of backfill materials and construction of structures and other installations b Depressurization-reduction in piezometnc pressure within strata not controlled by dewatering alone, as required to prevent failure or heaving of excavation bottom. 2. Surface Water Control- diversion and drainage of surface water runoff and rain water away from the excavation. 3 Excavation Drainage-keeping excavations free of surface and seepage water 02/2008 01564- 1 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 1.02 MEASUREMENT AND PAYMENT A Measurement for and control of ground water for open cut pipe excavations shall be on a linear foot basis and shall not exceed the length of open cut pipe installation in the area requiring ground water control. B Unless indicated as a Bid Item,no separate payment will be made for control of ground water for any condition(s) other than those described in this Section, 1 02A. No separate payment will be made for control of surface water Include the cost to control non-pipe excavation ground water and surface water in price for Work requiring such controls C Refer to Section 01200—Measurement&Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Submit a Ground Water and Surface Water Control Plan for review by the Engineer prior to start of any field work. The plan shall be signed by a Professional Engineer registered in the State of Texas. The plan shall include the following: 1 Results of subsurface investigation and descnption of the extent and characteristics of water bearing layers subject to ground water control. 2. Names of equipment suppliers and installation subcontractors. 3 A description of proposed ground water control systems indicating arrangement,location, depth and capacities of system components, installation details and criteria, and operation and maintenance procedures. 4 A description of proposed monitoring and control system indicating depths and locations of piezometers and monitoring wells, monitoring installation details and criteria, type of equipment and instrumentation with pertinent data and characteristics. 5 A description of proposed filters including types, sizes, capacities and manufacturer's application recommendations. 6 Design calculations demonstrating adequacy of proposed systems for intended applications Define potential area of influence of ground water control operation near contaminated areas. 7 Operating requirements, including piezometric control elevations for dewatenng and depressunzation. 8 Excavation drainage methods including typical drainage layers, sump pump application and other necessary means 9 Surface water control and drainage installations. 10 Proposed methods and locations for disposing of removed water C Submit the following records upon completed initial installation. 1 Installation and development reports for well points, eductors, and deep wells 02/2008 01564-2 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 2. Installation reports and baseline readings for piezometers and monitoring wells 3 Baseline analytical test data of water from monitoring wells 4 Initial flow rates D Submit the following records on a weekly basis during operations. 1 Records of flow rates and piezometerc elevations obtained during monitoring of dewatenng and depressurization. Refer to this Section, 3.02 "Requirements for Eductor,Well Points, or Deep Wells" 2. Maintenance records for ground water control installations, piezometers, and monitoring wells. E Submit the following records at end of the Work. Decommissioning(abandonment) reports for monitoring wells and piezometers mstalled by other during the design phase and left for Contractor's monitoring and use 1.04 PERFORMANCE REQUIREMENTS A Conduct subsurface investigations to identify groundwater conditions and to provide parameters for design,installation, and operation of groundwater control systems B Design a ground water control system, compatible with the requirements of OSHA Standards - 29 CFR, Part 1926, and Section 01570-Trench Safety Systems of these Technical Specifications,to produce the following results 1 Effectively reduce the hydrostatic pressure affecting excavations. 2. Develop a substantially dry and stable subgrade for subsequent construction operations. 3 Preclude damage to adjacent properties,buildings, structures,utilities, installed facilities, and other work. 4 Prevent the loss of fines, seepage,boils, quick condition, or softening of the foundation strata. 5 Maintain stability of sides and bottom of excavations C Ground water control systems may include single-stage or multiple-stage well point systems, eductor and ejector-type systems, deep wells, or combinations of these equipment types D Provide drainage of seepage water and surface water,as well as water from any other source entering the excavation. Excavation drainage may include placement of drainage materials, such as crushed stone and filter fabric, together with sump pumping E Provide ditches,berms,pumps and other methods necessary to divert and drain surface water from excavation and other work areas. F Locate ground water control and drainage systems so as not to interfere with utilities, construction operations, adjacent properties, or adjacent water wells. 02/2008 01564-3 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER G Assume sole responsibility for ground water control systems and for any loss or damage resulting from partial or complete failure of protective measures and any settlement or resultant damage caused by the ground water control operations. Modify ground water control systems or operations if they cause or threaten to cause damage to new construction, existing site improvements, adjacent property, or adjacent water wells,or affect potentially contaminated areas. Repair damage caused by ground water control systems or resulting from failure of the system to protect property as required. H Provide an adequate number of piezometers installed at the proper locations and depths as required to provide meaningful observations of the conditions affecting the excavation, adjacent structures, and water wells. I Provide environmental monitonng wells installed at the proper locations and depths as required to provide adequate observations of hydrostatic conditions and possible contaminant transport from contamination sources into the work area or into the ground water control system. J Decommission piezometers and momtonng wells installed dunng design phase studies and left for Contractors monitoring and use. 1.05 ENVIRONMENTAL REQUIREMENTS A Comply with requirements of agencies having jurisdiction. B Comply with TCEQ regulations and WWD/PI Advisory Council for development, drilling, and abandonment of wells used in dewatenng system. Obtain permit from TCEQ under the Texas Pollutant Discharge Elimination System (TPDES),for storm water discharge from construction sites. Refer to Section 01565— TPDES, 3 02 "Certification Requirements" D Obtain all necessary permits from agencies with control over the use of groundwater and matters affecting well installation, water discharge, and use of existing storm drains and natural water sources. Because the review and permitting process may be lengthy, take early action to pursue and submit for the required approvals. E Monitor ground water discharge for contamination while performing pumping in the vicinity of potentially contaminated sites. F Implement control of ground and surface water under the provisions of Section 01566 —Source Controls for Erosion & Sedimentation. 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS A Equipment and matenals are at the option of Contractor as necessary to achieve desired results for dew atenng. Selected equipment and materials are subject to review 02/2008 01564-4 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER of the Engineer through Submittals required in Section 01350 — Submittals, 1 06 "Operations and Maintenance Data" B Eductors, well points, or deep wells, where used, must be furnished, installed and operated by an expenenced contractor regularly engaged in ground water control system design,installation, and operation. C Equipment and instrumentation for monitoring and control of the ground water control system includes piezometers and monitoring wells, and devices,such as flow meters, for observing and recording flow rates D All equipment must be in good repair and operating order E Sufficient standby equipment and materials shall be kept available to ensure continuous operation, where required. 3.0 EXECUTION 3.01 GROUND WATER CONTROL A Perform a subsurface investigation by borings as necessary to identify water bearing layers,piezometnc pressures, and soil parameters for design and installation of ground water control systems Perform pump tests,if necessary to determine the drawdown characteristics of the water-bearing layers. The results shall be presented in the Ground Water and Surface Water Control Plan. Refer to this Section, 1 03B B Provide labor, matenal, equipment, techniques and methods to lower, control and handle ground water in a manner compatible with construction methods and site conditions. Monitor effectiveness of the installed system and its effect on adjacent property C Install, operate, and maintain ground water control systems in accordance with the Plan. Notify Engineer in writing of any changes made to accommodate field conditions and changes to the Work. Provide revised drawings and calculations with such notification. D Provide for continuous system operation, including nights, weekends, and holidays. Arrange for appropriate backup if electrical power is primary energy source for dewatenng system. E Monitor operations to verify that the system lowers ground water piezometric levels at a rate required to maintain a dry excavation resulting in a stable subgrade for prosecution of subsequent operations. F Where hydrostatic pressures in confined water bearing layers exist below excavation, depressunze those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometnc elevations shall be defined in the Plan. 02/2008 01564-5 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER G Maintain water level below subgrade elevation. Do not allow levels to rise until foundation concrete has achieved design strength. H During backfilling,dewatenng may be reduced to maintain water level a minimum of 5 feetbelow prevailing level of backfill. However, do not allow that water level to result in uplift pressures in excess of 80 percent of downward pressure produced by weight of structure or backfill in place. Do not allow water levels to nse into cement stabilized sand until at least 48 hour after placement. I Provide a uniform diameter for each pipe drain run constructed for dewatenng. Remove pipe drain when it has served its purpose. If removal of pipe is impractical, provide grout connections at 50-foot intervals and fill pipe with cement-bentonite grout or cement-sand grout when pipe is removed from service J Extent of construction ground water control for structures with a permanent perforated underground drainage system maybe reduced, such as for units designed to withstand hydrostatic uplift pressure. Provide a means of draining the affected portion of underground system,including standby equipment. Maintain drainage system during operations and remove it when no longer required. K Remove system upon completion of construction or when dewatenng and control of surface or ground water is no longer required. L Compact backfill as required by the Contract Documents 3.02 REQUIREMENTS FOR EDUCTOR,WELL POINTS, OR DEEP WELLS A For aboveground piping in ground water control system,include a 12-inch minimum length of clear, transparent piping between every eductor well or well point and discharge header so that discharge from each installation can be visually monitored. B Install sufficient piezometers or monitoring wells to show that all trench or shaft excavations in water beanng materials are predrained prior to excavation. Provide separate piezometers for monitoring of dewatenng and for monitoring of depressunzation. Install piezometers and monitoring wells for tunneling as appropriate for Contractor's selected method of work. C Install piezometers or monitoring wells not less than one week in advance of beginning the associated excavation. D Dewatenng may be omitted for portions of underdrains or other excavations,but only where auger borings and piezometers or monitoring wells show that soil is predrained by an existing system such that the criteria of the Ground Water and Surface Water Control Plan are satisfied. 02/2008 01564-6 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER E Replace installations that produce noticeable amounts of sediments after development. F Provide additional ground water control installations or change the methods in the event that the installations according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based onthe performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1 03A. G Mechanical dewatenng equipment shall comply with Chapter 19 NOISE, Code of Ordinances, City of Pearland, Texas. 3.03 EXCAVATION DRAINAGE A Contractor may use excavation drainage methods if necessary to achieve well drained, stable trench conditions. The excavation drainage may consist of the following methods or combination of methods 1 Sump pumping in combination with. a. Layer of crushed stone and filter fabric. b Sand and gravel drains 2. Wells for ground water control. B Use sump pumping and a drainage layer, as defined in ASTM D 2321,placed on the foundation beneath pipe bedding or thickened bedding layer of Class I material. 3.04 MAINTENANCE AND OBSERVATION A Conduct daily maintenance and observation of piezometers or monitoring wells while the ground water control installations or excavation drainage are operating in an area. Keep system in good operating condition. B Replace damaged and destroyed piezometers or monitonng wells with new piezometers or wells as necessary to meet observation schedule. C Cut off piezometers or monitoring wells in excavation areas where piping is exposed, only as necessary to perform observation as excavation proceeds. Continue to maintain and make observations, as specified. D Remove and grout piezometers inside or outside the excavation area when ground water control operations are complete. Remove and grout monitonng wells when directed by the Engineer 3.05 MONITORING AND RECORDING A Monitor and record average flow rate of operation for each deep well, or for each wellpoint or eductor header used in dewatering system.,Also momtor and record water level and ground water recovery These records shall be obtained daily until steady conditions are achieved, and twice weekly thereafter 02/2008 01564-7 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER B Observe and record elevation of water level daily as long as ground water control system is in operation, and weekly thereafter until the Work is completed or piezometers or wells are removed, except when Engineer determines that more frequent monitoring and recording are required. Comply with Engineer's direction for increased monrtonng and recording and take measures as necessary to ensure effective dewatenng for intended purpose. 3.06 SURFACE WATER CONTROL A Intercept surface water and divert it away from excavations through use of dikes, ditches,curb walls,pipes,sumps or other approved means The requirement includes temporary works required to protect adjoining properties from surface drainage caused by construction operations B Divert surface water and seepage water into sumps and pump it into drainage channels or storm drains, when approved by agencies having jurisdiction. Provide settling basins when required by such agencies C Provide additional surface water control measures or change the methods in the event that the measures according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1 03B END-OF SECTION 02/2008 01564-8 of 8 CITY OF PEARLAND TPDES REQUIREMENTS Section 01565 TPDES REQUIREMENTS 1.0 GENERAL 1.01 SECTION INCLUDES A Description of the required documentation to be prepared and signed by the Contractor before conducting construction operations,in accordance with the terms and conditions of the Texas Pollutant Discharge Elimination System (TPDES) General Permit as issued March 5, 2003 by the Texas Commission on Environmental Quality under the provisions of Section 402 of the Clean Water Act and Section 26 040 of the Texas Water Code. B Contractor's responsibility for implementation,maintenance,and inspection of storm water pollution prevention control measures including,but not limited to,erosion and sediment controls,storm water management plans,waste collection and disposal,off- site vehicle tracking,and other practices shown on the Plans or specified elsewhere in this or other Technical Specifications C References to Technical Specifications 1 Section 01350—Submittals 2. Section 01310—Coordination &Meetings 3 Section 01770—Contract Closeout D Referenced Standards 1 Texas Commission on Environmental Quality(TCEQ) E Other References 1 Storm Water Pollution Prevention Plan(SWPPP)found in Appendix A of these Technical Specifications. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals 2.0 PRODUCTS - NotUsed 01/2008 01565- 1 of 3 CITY OF PEARLAND TPDES REQUIREMENTS 3.0 EXECUTION 3.01 REQUIRED NOTICES A The Contractor shall complete, sign, and date the Contractor's Notice of Intent(NOI) attached in Appendix A. The signed copy of the Contractor's NOI shall be returned to the Owner The Owner will complete the Owner's Notice of Intent attached in Appendix A and will submit both notices to the TCEQ Submission of the NOI is required by both the Owner and the Contractor before construction operations start. B Upon completion of construction and acceptance of the Work by the Owner, the Contractor shall complete, sign, and date the Contractor's Notice of Termination (NOT) attached in Appendix A. 3.02 CERTIFICATION REQUIREMENTS A On the Operator's Information form attached in Appendix A, the Contractor shall complete name, address, and telephone number for the Contractor; the names of persons or firms responsible for maintenance and inspection of erosion and sediment control measures and all Subcontractors B The Owner will complete and sign the Owner's Certification, shown in Appendix A and provide a copy to the Contractor for inclusion with other project certification forms C The Contractor and Subcontractors named in the Contractor's Information form shall read, sign, and date the Contractor's/Subcontractor's Certification form, attached in Appendix A. D The persons or firms responsible for maintenance and inspection of erosion and sediment control measures shall read, sign, and date the Contractor's Inspection and Maintenance Certification form, attached in Appendix A. E The Contractor's Information form and all certification forms shall be submitted to the Owner before beginning construction. F Contractor shall review implementation of the SWPPP in a meeting with the Owner and Engineer pnor to start of construction in accordance with Section 01310 — Coordination &Meetings 3.03 RETENTION OF RECORDS A The Contractor shall keep a copy of the SWPPP at the Project Site or at the Contractor's office from the date that it became effective to the date the Work is accepted by the Owner B At Contract Closeout, the Contractor shall submit to the Owner all TPDES forms and certifications, as well as a copy of the SWPPP, in accordance with Section 01770— 01/2008 01565-2 of 3 CITY OF PEARLAND TPDES REQUIREMENTS Contract Closeout. The SWPPP records and data will be retained by Owner for a period of 3 years from the date the Work is accepted by the Owner. 3.04 POSTING OF NOTICES A The following notices shall be posted from the date that this SWPPP goes into effect until the date the Work is accepted by the Owner 1 Copies of the Notices of Intent submitted by the Owner and Contractor and a brief Description of Construction Activity being conducted at the Project Site, as given in Article 1 of the SWPPP, shall be posted at the Project Site or at Contractor's office in a prominent place for public viewing. 2. Notice to dnvers of equipment and vehicles, instructing them to stop, check, and clean tires of debris and mud before dnving onto traffic lanes Post such notices at every stabilized construction exit area. 3 In an easily visible location on Project Site, post a notice of waste disposal procedures. 4 Notice of hazardous material handling and emergency procedures shall be posted with the NOI on Project Site Keep copies of Material Safety Data Sheets at a location on Project Site that is known to all personnel. 5 Keep a copy of each signed certification at the Project Site or at Contractor's office. END OF SECTION 01/2008 01565-3 of 3 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION Section 01566 SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 1.0 GENERAL 1.01 SECTION INCLUDES A Descriptions of measures and practices, in response to TPDES General Permit TXR 150000, which shall be used on the Work to eliminate or significantly minimize pollutants in discharges into Surface Water in the State by controlling erosion and sediments at their source. B References to Technical Specifications 1 Section 01550—Stabilized Construction Exit 2. Section 01562—Waste Material Disposal 3 Section 01500—Temporary Facilities and Controls C Definitions 1 Potential Water Pollutant- any substance that could potentially alter the physical, thermal, chemical, or biological quality of the Surface Water in the State, rendering the water harmful, detrimental, or injurious to humans, animal life, vegetation, or property, or to public health, safety or welfare, or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose. 1.02 MEAUSREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Contractor shall conduct all construction operations under this Contract in conformance with the erosion control practices described in the Plans and this Technical Specification. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C The Contractor shall install, maintain, and inspect erosion and sediment control measures and practices that operate effectively and as specified in the Plans and in this or other Technical Specifications 07/2006 01566- 1 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION D Equipment and vehicles shall be prohibited by the Contractor from maneuvenng on areas outside of the limits of construction or dedicated rights-of-way and easements Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately by the Contractor E The Contractor shall be responsible for collecting, storing,hauling, and disposing of spoil, silt, waste materials, and contaminated material resulting from erosion and sediment control measures as specified in this or other Technical Specifications and in compliance with applicable federal, state, and local rules and regulations. 3.02 EXPOSED SOIL A When soil is exposed as a result of clearing, grading,excavating,stockpiling,or other soil disturbing activities, the Contractor shall implement measures to effectively control erosion and prevent the escape of sediments from the Project Site. B Control measures may include the following practices 1 Preserve existing vegetation to the extent possible. 2. Construct drainage swales,berms,or sediment basins. 3 Maintain grades to minimize the velocity of sheet flow over disturbed areas and promote evaporation and infiltration of storm water directly into the ground. 4 Install filter fabric fences or barriers, sediment traps, seepage basins, gabions, or storm drain inlet protection devices 5 Utilize vegetative buffer strips,mulching, or nprap C When the placement of topsoil,bank sand,or other soil material is specified, after an area has been brought to grade and immediately prior to placement, loosen the subgrade discing or by scarifying to a depth of at least 2 inches to permit bonding to the subsoil. D When all soil disturbing activities have been completed, establish a perennial vegetative cover on all areas that are not paved, covered by permanent structures, or otherwise permanently stabilized. 3.03 DUST CONTROL A Implement control measures to minimize dust creation and movement on construction sites and roads and to prevent airborne sediment from reaching receiving streams or storm water conveyance systems, to reduce on-site and off-site damage, to prevent health hazards, and to improve traffic safety B Control blowing dust by using one or more of the following measures 1 Mulches bound with chemical binders 2. Temporary vegetative cover 3 Tillage to roughen surface and bring clods to the surface. 4 Irrigation by water sprinkling. 07/2006 01566-2 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 5 Barriers using,sdlid board fences, burlap fences, crate walls,bales of hay, or similar materials. C Implement dust control measures immediately whenever dust can be observed blowing on the Project Site. 3.04 DEMOLITION AREAS A Demolition activities which create large amounts of dust with significant concentrations of heavy metals or other potential water pollutants shall use methods described in this Section,3 03"Dust Control",to limit transport of airborne pollutants However, water or slurry used to control dust contaminated with heavy metals or potential water pollutants shall be retained on the Project Site and shall not be allowed to run directly into watercourses or storm water conveyance systems by the appropriate use of control measures described in this Section. Methods of ultimate disposal of these materials shall be carved out in accordance with applicable local, state, and federal health and safety regulations 3.05 SEDIMENT TRACKING A Minimize off-site tracking of sediments and the generation of dust by construction vehicles, keeping the streets clean or construction debris and mud,by implementing one or more of the following control measures 1 Restrict all ingress and egress to stabilized construction exits. 2. Stabilize areas used for staging, parking, storage or disposal. 3 Stabilize on-site vehicle transportation routes. 4 Remove mud and other debris, washing if necessary, from vehicles prior to entrance onto public roadways from the Project Site. 5 Maintain grade to minimize4ie..occurrence of mud on the Project Site. B Construct stabilized construction areas under the provisions of Section 01550 Stabilized Construction Exists. C In addition to Stabilized Construction Exits shovel or sweep the pavement to the extent necessary to keep the street clean. Water-hosing or sweeping of debris and mud off of the street into adjacent areas is not allowed. 3.06 EQUIPMENT MAINTENANCE AND REPAIR A Control equipment maintenance and repair so that oils,gasoline,grease,solvents,and other potential water pollutants cannot be washed directly into receiving streams or storm water conveyance systems. B Control measures may include the following practices 1 Confine maintenance and repair of construction machinery and equipment to areas specifically designated for that purpose. 2. Provide these areas with adequate waste disposal receptacles for liquid as well as solid waste. 07/2006 01566-3 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 3 Clean and inspect maintenance and repair areas daily 4 Stabilize the area with coarse aggregate. 5 Maintain grade to prevent surface water from flowing over the area. 6 Place plastic matting, packed clay, tar paper, or other impervious material to prevent contamination of soil in the area. 7 Isolate areas of contaminated soil or other materials to facilitate proper removal and disposal. C Where effective control measures are not feasible,equipment shall be taken off-site for maintenance and repair 3.07 WASTE COLLECTION AND DISPOSAL A Conduct operations in conformance with the plan provided in Section 01562—Waste Material Disposal and utihze such control measures,described in this Section,as may be necessary to eliminate or significantly reduce the discharge of possible water pollutants from the Project Site as a result of waste collection and disposal. B Keep receptacles and waste collection areas neat and orderly to the extent possible. Waste shall not be allowed to overflow its container or accumulate from day-to-day Locate trash collection points where they will least likely be affected by concentrated storm water runoff 3.08 WASHING AREAS A Vehicles such as concrete delivery trucks or dump trucks and other construction equipment shall not be washed at locations where the runoff will flow directly into a watercourse or storm water conveyance system. Preventative measures may include the following practices 1 Designate special areas for washing vehicles. 2. Locate these areas where the wash water will spread out and evaporate or infiltrate directly into the ground, or where the runoff can be collected in a temporary holding or seepage basin. 3 Beneath wash areas construct a gravel or rock base to minimize mud production. B Construct washing areas under the provisions of Section 01550 — Stabilized Construction Exists. 3.09 STORAGE AND USAGE OF POTENTIAL WATER POLLUTANTS A Store and use potential water pollutants such as pesticides,fertilizers,distillate fuels, lubricants, solvents, cements, paints, acids, caustics, and other toxic substances in accordance with manufacturers' guidelines, Material Safety Data Sheets, and with local, state, and federal regulations 07/2006 01566-4 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION B Isolate these substances in areas where they are to be stored, opened or used such that they will not cause pollution of runoff from the Project Site. Preventative measures may include the following practices 1 Stabilize the area with coarse aggregate. 2. Store containers on raised platforms. 3 Place plastic matting,packed clay, tar paper, or other impervious material to prevent contamination of soil in the area. 4 Provide protective cover or weather proof enclosure. 5 Minimize accidental spillage. 6 Keep containers tightly closed. 7 Periodically inspect containers for leakage. 8 Maintain grade to prevent surface water from flowing over the area. 9 Provide berms, filter fabric fences or barriers, or sediment basins. 10 Designate washing areas for containers and other items that have come in contact with potential water pollutants C Avoid overuse of substances such as pesticides and fertilizers which could produce contaminated runoff. 3.10 SANITARY FACILITIES A Provide the Project Site with adequate portable toilets for workers in accordance with Section 01500—Temporary Facihties and Controls,and applicable health regulations. B Control areas where sanitary facihties are located so that sewage or chemicals will not be washed directly into receiving streams or storm water conveyance systems by using one or more of the following measures. 1 Inspect the facilities daily 2. Service the facilities as often as necessary to maintain cleanliness and prevent overflows. 3 Stabilize the area with coarse aggregate 4 Maintain grade to prevent surface water from flowing over the area END OF SECTION 07/2006 01566-5 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM Section 01570 TRENCH SAFETY SYSTEM 1.0 GENERAL 1.01 SECTION INCLUDES A Trench safety system for the construction of trench excavations. B Trench safety system for excavation of utilities, excavation of structures, and embankment which fall under provisions of federal, state, or local excavation safety laws C References to Technical Specifications 1 Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals D Referenced Standards 1 Occupational Safety and Health Administration(OSHA) E Definitions 1 Trench. A narrow excavation (in relation to its depth) made below the surface of the ground. In general,the depth is greater than the width,but the width of a trench (measured at the bottom)is not greater than 15 feet. 2. Trench safety system requirements apply to larger open excavations if the erection of structures or other installations limits the space between the excavation slope and the installation to dimensions equivalent to a trench as defined. 3 Trench safety systems include both Protective Systems and Shoring Systems but are not limited to sloping, sheeting, trench boxes or trench shields, slide rail systems, sheet piling, cribbing,bracing, shonng, dewatenng or diversion of water to provide adequate drainage. a. Protective System. A method of protectmg employees from cave-ins, from material that could fall or roll from an excavation face or into an excavation, or from thecollapse of an adjacent structure. b Shoring System. A structure, which supports the sides of an excavation, to prevent cave-ins,maintain stable soil conditions, or to prevent movements of the ground affecting adjacent installations or improvements c. Special Shoring: A shoring system meeting Special Shoring Requirements for locations identified on the Plans. 4 Competent Person- one who is capable of identifying existing and predictable hazards in the surroundings or working conditions which are unsanitary,hazardous, or dangerous to employees, and who has authonzation to take prompt corrective measures to eliminate them. 07/2006 01570- 1 of 4 CITY OF PEARLAND TRENCH SAFETY SYSTEM 1.02 MEASUREMENT AND PAYMENT A Measurement for trench safety systems used on utility excavations is on a linear foot basis, measured along the centerline of the trench. Payment for trench safety systems includes payment for manholes and other line structures. B Unless indicated in as a Bid Item, no separate payment will be made for shoring systems under this Section. Include cost in Bid Items for trench safety systems. C If shown on the Plans and included in Section 00300—Bid Proposal as a separate Bid Item, Measurement and Payment for Special Shoring system installation for trench excavation is on a square foot basis, measured and completed in place D Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on structural excavations under this Section. Include cost for trench safety system used on structural excavations in applicable structure installation. E Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on roadway excavation or embankment under this Section. Include cost in applicable Sections. F Refer to Section 01200—Measurement&Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit a safety plan specifically for the construction of trench excavation,excavation of utilities, excavation of structures, and embankment which fall under provisions of federal, state, or local excavation safety laws. Design the Trench Safety Plan to be in accordance with OSHA Standards - 29CFR governing the presence and activities of individuals working in and around trench excavations, and in accordance with any Special Shoring requirements at locations shown on the Plans. Include in the plan, submittal of the contact information for the Competent Person C Have Shop Drawings for trench safety systems sealed, as required by OSHA, by a Professional Engineer, licensed by the State of Texas, retained and paid by the Contractor 1.04 REGULATORY REQUIREMENTS A Install and maintain trench safety systems in accordance with the provision of Excavations,Trenching, and Shoring,OSHA Standards—29 CFR,Part 1926,Subpart P, as amended, including Final Rule, published in the Federal Register Vol. 54,No. 209 on Tuesday, October 31, 1989 The sections that are incorporated into these Technical Specifications,by reference, include Standard 1926 650—652. 07/2006 01570-2 of 4 CITY OF PEARLAND TRENCH SAFETY SYSTEM B A reproduction of the OSHA Standards — 29 CFR included in Subpart P — "Excavations"from the Federal Register Vol.54,No 209 is available upon request to Contractors bidding on the Work. The Owner assumes no responsibility for the accuracy of the reproduction. The Contractor is responsible for obtaining a copy of this section of the Federal Register C Include in the Trench Safety, Program measures that establish compliance with the standard interpretation of the General Duty Clause, Section 5 (a)(1), of the Occupational Safety and Health Act of 1970—20 USC 654 which states,"Employers must shore or otherwise protect employees who walk/work at the base of an embankment from possible collapse." D ' Legislation that has been enacted by the State of Texas with regard to Trench Safety Systems is hereby incorporated,by reference,into these specifications. Under Texas Statutes, refer to Chapter 756 of the Health and Safety Code, SUBCHAPTER C. TRENCH SAFETY E Reference materials,if developed for this Work, will be issued by the Engineer along with the Bid Documents, including the following: 1 Geotechmcal information obtained for use in design of the trench safety system. 2. Special Shoring Requirements 1.05 INDEMNIFICATION A Contractor shall indemnify and hold harmless the Owner, its employees, and agents, from any and all damages,costs(including,without limitation,legal fees,court costs, and the cost of investigation),judgments or claims by anyone for injury or death of persons resulting from the collapse or failure of trenches constructed under this Contract. B Contractor acknowledges and agrees that this indemnity provision provides indemnity for the Owner in case the Owner is negligent either by act or omission in providing for trench safety, including, but not limited to safety program and design reviews, inspections,failures to issue stop work orders, and the hiring of the Contractor C Review of the safety program by the Engineer will only be in regard to compliance with the Contract Documents and will not constitute approval by the Engineer nor relieve Contractor of obligations under state and federal trench safety laws. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION 3.01 INSTALLATION A Install and maintain trench safety systems in accordance with provisions of OSHA Standards—29 CFR. 07/2006 I 01570-3 of 4 CITY OF PEARLAND TRENCH SAFETY SYSTEM B Specially designed trench safety systems shall be installed in accordance with the Contractor's trench excavation safety program for the locations and conditions identified in the program. C Install Special Shoring at the locations shown on the Plans. D Obtain verification from a Competent Person,defined inthis Section and as identified in the Contractor's Trench Safety Program, that trench boxes and other pre- manufactured systems are certified for the actual installation conditions 3.02 INSPECTION A Conduct daily inspections by Contractor or Contractor's independently retained consultant, of the trench safety systems to ensure that the installed systems and operations meet OSHA Standards—29 CFR and other personnel protection regulations requirements. B If evidence of possible cave-ins or slides is apparent, immediately stop work in the trench and move personnel to safe locations until necessary precautions have been taken to safeguard personnel. C Maintain a permanent record of daily inspections 3.03 FIELD QUALITY CONTROL A Venfy specific applicability of the selected or specially designed trench safety systems to each field condition encountered on the Work. END OF SECTION 07/2006 01570-4 of 4 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS Section 01580 PROJECT IDENTIFICATION SIGNS 1.0 GENERAL 1.01 SECTION INCLUDES A Project identification sign description. B Installation. C. Maintenance and removal. 1.02 UNIT PRICES A. No separate payment will be made for design, fabrication, installation, and maintenance of project identification signs under this Section. Include cost of work performed under this Section in the pay item for Section 01505 - Mobilization. B If changes to project identification signs are requested by the City Engineer to keep them current, payment will be made by change order C. Skid-mounted signs shall be relocated as directed by the City Engineer at no additional cost to the City Post-mounted signs shall be relocated once, if directed in writing by the City Engineer, at no additional cost to the City If a post- mounted sign is relocated more than once at the wntten direction of the City Engineer, payment will be made by change order 1.03 SYSTEM DESCRIPTION A. Sign Construction. Project identification signs shall be constructed of new materials and painted new for the project. Construct post-mounted signs as shown on Construction Sign Details B Appearance. Project identification signs shall be mamtamed to present a clean and neat look throughout the project duration. C. Sign Manufacturer/Maker- Experienced as a professional sign company D Sign Placement: Place signs at locations as directed by the City Engineer The City Engineer will provide sign placement instructions at the Pre-construction Meeting. 1 A linear project is one involving paving, overlay, sewer lines, storm drainage, or water mains that run in the right-of-way over a distance. A linear project requires a project identification sign at each end of the construction site. 05/2007 01580-1 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 2. Single Site or Building Projects Provide one project identification sign. 3 Multiple Sites. Provide one project identification sign at each site. 4 Sign Relocation. As work progresses at each site, it may be necessary to move and relocate project identification signs. Relocate signs as directed in writing by the City Engineer E. Alternate Skid-mounted Sign Construction. Post-mounted signs are preferred,but skid-mounted signs are allowed, especially for projects with noncontiguous locations where work progresses from one location to another The skid structure shall be designed so that the sign will withstand a 60-mile-per-hour wind load directly to the face or back of the sign. Use stakes, straps, or ballast. Approval of the use of skid-mounted signs shall not release the Contractor from responsibility of maintaining a project identification sign on the project site and shall not make the City responsible for the security of such signs 1.04 SUBMITTALS A. Submit shop drawings under provisions of Section 01350 - Submittal Procedures. B Show content, layout, lettering style, lettering size, and colors. Make sign and lettering to scale, clearly indicating condensed lettering, if used. 2.0 PRODUCTS 2.01 SIGN MATERIALS A. Structure and Framing. All sign materials shall be new 1 Sign Posts Use 4-inch by 4-inch treated wood posts, sized to fix top of sign at 6 FEET ABOVE GROUND 2. Sign Supports and Skid Bracing: 2-inch by 4-inch wood framing material. 3 Skid Members. 2-inch by 6-inch wood framing material. 4 Fasteners a. Use galvanized steel fasteners b Use 3/8-inch by 5-1/2-inch button head carriage bolts to attach sign to posts. Secure with nuts and flat head washers at locations as recommended by Sign Manufacturer c. Cover button heads with white reflective film or paint to match sign background B Sign and Sign Header Use medium density overlaid marine plywood, minimum 1/2-inch thick. Use full-size 4-foot by 8-foot sheets for sign and a single piece for header to minimize joints, do not piece wood to fabricate a sign face. C. Paint and Primers White paint used to prime surfaces and to resist weathering shall be an industrial grade, fast-drying, oil-based paint with gloss finish. Paint structural and framing members white on all sides and edges to resist weathering. 05/2007 01580-2 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS Paint sign and sign header material white on all sides and edges to resist weathering. Paint all sign surfaces with this weather-protective paint prior to adding any sign paint or adhesive applications. D Colors Follow criteria established by attached Exhibit 3.0 EXECUTION 3.01 INSTALLATION A. Install project identification signs within 10 calendar days after Date of Commencement. B Erect signs where designated by the City Engineer at the Pre-construction Meeting or as described in part 1 03 of this Section. Position the sign in such a manner as to be fully visible and readable to the general public. C. Erect sign level and plumb D If mounted on posts, sink posts a minimum of 30 inches below grade in 10-inch diameter posthole. Stabilize posts with sharp sand or concrete to minimize lateral motion. Leave a minimum of 8 feet of post above existing grade for mounting of the sign and header E. Erect sign so that the top edge of the sign, is no higher than 6 feet above existing grade. 3.02 MAINTENANCE AND REMOVAL A. Keep signs and supports clean. Repair deterioration and damage. B Remove signs, framing, supports, and foundations to a depth of 2 feet upon completion of Project. Restore the area to a condition equal to or better than before construction. END OF SECTION 05/2007 01580-3 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS PROJECT IDENTIFICATION SIGN EXHIBIT i . imFpressrst ion munamaum�rwwonw nw � � SOUTHWEST ENVIRONMENTAL CENTER r��' e�- *' WASTEWATER TREATMENT PLANT EXPANSION No.1 PMCYECI IOE MTIFIMI)M MIME�° ' r` 'a�:�"�.� .�� a � PROJECT SCHEDULE:JULY 2007 spot ter ENGINEER:CARTER&BURGESS,INC. 4:111- r , PEepTeMpiExna ACE:53Lpi CONSTRUCTION COST:UNKNOWN MOUEItsAri t�1PTBVModaP�ItmO. CONTRACTOR:UNKNOWN est _ ew. aesrotma:.0 p1Y.1WWWIt..'WT4.Nam%�. .uc wamueaeneMMIt.awe lusW31µ31w7mww..17A w..ePYmac awmaunavueicounw.ncanweum wwmwmanatieWOLmumxo xas amn:rsermcem.wu r..e Aa Typical 4ax8'x112"MD 0 single sided site sign.installs on two arms). 1]D VOLT E11ECTOCALLSERVICE 4"x4"x Be treated#2 C CA posts.Set in sharp sand or concrete 0VOLTDPPCTRIC L 3ERVI ELECMC no giCESS rietiaoN in a 10"x24"pier minimum. CWILMS LIENT APPROVAL 05/2007 01580-4 CITY OF PEARLAND MATERIAL AND EQUIPMENT Section 01600 MATERIAL AND EQUIPMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for transportation, delivery, handling, and storage of materials and equipment. B References to Technical Specifications 1 Section 01566—Source Controls for Erosion &Sedimentation 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this work is a component. 1.03 PRODUCTS A Products Means material,equipment,or systems forming the Work. Does not include machinery and equipment used for preparation,fabrication,conveying and erection of the Work. Products may also include existing materials or components designated for reuse. B Do not reuse materials and equipment,designated to be removed,except as specified by the Contract Documents. C Provide equipment and components from the fewest number of manufacturers as is practical, in order to simplify spare parts inventory and to allow for maximum interchangeability of components. For multiple components of the same size,type or application, use the same make and model of component throughout the Work. 1.04 TRANSPORTATION A Make arrangements for transportation, delivery, and handling of equipment and materials required for timely completion of the Work. B Transport and handle products in accordance with instructions C Consign and address shipping documents to the proper party giving name of Project, street number, and City Shipments shall be delivered to the Contractor 1.05 DELIVERY A Arrange deliveries of products to accommodate the Construction Schedule and in ample time to facihtate inspection prior to installation. Avoid deliveries that cause lengthy storage or overburden of limited storage space. 07/2006 01600- 1 of 3 CITY OF PEARLAND MATERIAL AND EQUIPMENT B Coordinate deliveries to avoid conflict with Work and conditions at the Project Site and to accommodate the following: 1 Work of other contractors or the Owner 2. Limitations of storage space. 3 Availability of equipment and personnel for handling products 4 Owner's use of premises. C Have products delivered to the Project Site in manufacturer's original, unopened, labeled containers D Immediately upon delivery, inspect shipment to assure. 1 Product complies with requirements of Contract Documents. 2. Quantities are correct. 3 Containers and packages are intact; labels are legible. 4 Products are properly protected and undamaged. 1.06 PRODUCT HANDLING A Coordinate the off-loading of materials and equipment delivered to the Project Site. If necessary to move stored materials and equipment during construction, Contractor shall relocate materials and equipment at no additional cost to the Owner B Provide equipment and personnel necessary to handle products, including those provided by the Owner,by methods to prevent damage to products or packaging. C Provide additional protection dunng handling as necessary to prevent breaking scraping,mamng, or otherwise damaging products or surrounding areas. D Handle products by methods to prevent over bending or overstressing. E Lift heavy components only at designated lifting points. F Handle materials and equipment in accordance with Manufacturer's recommendations. G Do not drop, roll, or skid products off delivery vehicles. Hand carry or use suitable materials handling equipment. 1.07 STORAGE OF MATERIAL A Store and protect materials in accordance with manufacturer's recommendations and requirements of these Technical Specifications. Control storage of potential water pollutants in conformance with Section 01566 — Source Controls for Erosion & Sedimentation. B Make necessary provisions for safe storage of materials and equipment. Place loose soil matenals, and materials to be incorporated into the Work to prevent damage to any part of the Work or existing facilities and to maintain free access at all times to all parts of the Work and to utility service company installations in the vicinity of the Work. 07/2006 01600-2 of 3 CITY OF PEARLAND MATERIAL AND EQUIPMENT C Keep materials and equipment neatly and compactly stored in locations that will cause a minimum of inconvenience to other contractors, public travel, adjoining owners, tenants, and occupants. Arrange storage in a manner to provide easy access for inspection. D Provide adequately ventilated, watertight storage facilities with floor above ground level for materials and equipment susceptible to weather damage. E Restrict storage to areas available on the construction site for storage of material and equipment as shown on Plans or approved by the Project Manager F Provide off-site storage and protection when on-site storage is not adequate. G Do not use lawns, grass plots, or other private property for storage purposes without written permission of the owner or other person in possession or control of such premises. Damage to lawns,sidewalks,streets or other improvements shall be repaired or replaced to the satisfaction of the Project Manager H Protect stored materials and equipment against loss or damage. I Store materials in manufacturers'unopened containers J Materials delivered and stored along the line of the Work shall be not closer than 3 feet to any fire hydrant. Public and private drives and street crossings shall be kept open. K The total length which materials maybe distributed along the route of construction at any one time is 1000 lineal feet, unless otherwise approved in writing by the Project Manager 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01600-3 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS Section 01630 PRODUCT OPTIONS AND SUBSTITUTIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Options for making product or process selections. B Procedures for proposing equivalent construction products or processes,including pre- approved, and approved products or processes C References to Technical Specifications 1 Section 01350—Submittals 1.02 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350—Submittals. 1.03 DEFINITIONS A Product: Means,matenals,equipment,or systems incorporated into the Work.Product does not include machinery and equipment used for production,fabrication,conveying, and erection of the Work. Products may also include existing materials or components designated for re-use. B Process Any propnetary system or method for installing system components resulting in an integral, functioning part of the Work. For this Section, the word Product includes Processes. 1.04 SELECTION OPTIONS A Pre-approved Products. Products of certain manufacturers or suppliers are designated in the Technical Specifications as"pre-approved" Products of other manufacturers or suppliers will not be acceptable under this Contract and will not be considered under the submittal process for approving alternate products B Approved Products Products of certain manufacturers or suppliers designated in the Technical Specifications followed by the words "or approved equal" Approval of alternate products not listed in the Technical Specifications may be obtained through provisions of this Section and Section 01350—Submittals. The procedure for approval of alternate products is not applicable to Pre-approved Products. C Product Compatibihty To the maximum extent possible,provide products that are of the same type or function from a single manufacturer, make,or source. Where more than one choice is available as a Contractor's option, select a product which is compatible with other products already selected, specified, or in use by the Owner 07/2006 01630- 1 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 1.05 CONTRACTOR'S RESPONSIBILITY A Furnish information the Engineer deems necessary to judge equivalency of the alternate product. B Pay for laboratory testing as well as any other review or examination cost needed to establish the equivalency between products which enables the Engineer to make such a judgment. C If the Engineer determines that an alternate product is not equivalent to that named in the Technical Specifications,the Contractor shall furnish one of the specified products. 1.06 ENGINEER'S REVIEW A Alternate products may be used only if approved in writing by the Engineer The Engineer's determination regarding acceptance of a proposed alternate product is final. B Alternate products will be accepted if the product is judged by the Engineer to be equivalent to the specified product or to offer substantial benefit to the Owner C The Owner retains the right to accept any product deemed advantageous to the Owner, and similarly, to reject any product deemed not beneficial to the Owner 1.07 SUBSTITUTION PROCEDURE A Collect and assemble technical information applicable to the proposed product to aid in determining equivalency as related to the Approved Product specified. B Submit a wntten request for a product to be considered as an alternate product along with the product information within fourteen(14)days after the Effective Date of the Agreement. C After the submittal period has expired, requests for alternate products will be considered only when a specified product becomes unavailable because of conditions beyond the Contractor's control. D Submit 5 copies of each request for alternate product approval. Include the following information. 1 Complete data substantiating compliance of proposed substitution with Contract Documents. 2. For products. a. Product identification, including manufacturer's name and address. b Manufacturer's literature with product description, performance and test data, and reference standards c. Samples, as applicable. d. Name and address of similar projects on which product was used and date of installation. Include the name of the Owner, Architect/Engineer, and installing contractor 07/2006 01630-2 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 3 For construction methods a. Detailed description of proposed method. b Shop Drawings illustrating methods. 4 Itemized comparison of proposed substitution with product or method specified. 5 Data relating to changes in Construction Schedule 6 Relationship to separate contracts, if any 7 Accurate cost data on proposed substitution in comparison with product or method specified. 8 Other information requested by the Engineer E Approved alternate products will be subject to the same review process as the specified product would have been for Shop Drawings,Product Data, and Samples. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01630-3 of 3 CITY OF PEARLAND FIELD SURVEYING Section 01720 FIELD SURVEYING 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for surveyors and surveys B Procedures pertaining to survey control points and reference points C References to Technical Specifications 1 Section 01350—Submittals 2. Section 01760—Project Record Documents 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 QUALITY CONTROL A Conform to State of Texas laws for surveys requinng licensed surveyors Employ a land surveyor acceptable to Engineer 1.04 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals B Submit to Engineer the name, address, and telephone number of Surveyor before starting survey work. C Submit documentation verifying accuracy of survey work on request. 1.05 PROJECT RECORD DOCUMENTS A Maintain a complete and accurate log of control and survey work as it progresses. B Submit Record Documents under provisions of Section 01760 — Project Record Documents. 1.06 EXAMINATION A Verify locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. 07/2006 01720- 1 of 2 CITY OF PEARLAND FIELD SURVEYING 1.07 SURVEY'REFERENCE POINTS A Control datum for survey is that established by Owner-provided survey and indicated on Plans B Locate and protect survey control points,including property corners,prior to starting site work. Use caution to preserve permanent reference points during construction. C The Contractor shall not reset; nor cause to be reset, lost, disturbed, or damaged, control points Promptly notify Engineer of disturbance or damage to any control point(s) D Notify Engineer 48 hours in advance of need for relocation of reference points due to changes in grades or other reasons. E Report promptly to Engineer the loss or destruction of any reference point. F Any re-staking of control points lost,disturbed,or damaged by Contractor's operations will be provided by Owner at Contractor's expense. G Employ a Registered Public Land Surveyor to reset any missing,disturbed,or damaged monumentation. 1.08 SURVEY REQUIREMENTS A Utilize recognized engineering survey practices. B Establish a minimum of two permanent bench marks on Project Site, referenced to established control points. Record locations, with horizontal and vertical data, on Project Record Documents C Establish and record in survey notes elevations,lines and levels to provide quantities required for Measurement and Payment and to provide appropriate controls for the Work. Locate and lay out by instrumentation and similar appropnate means. 1 Site improvements including pavements, stakes for grading; fill and topsoil placement; utility locations, slopes, and invert elevations. 2. Grid or axis for structures. 3 Mounumented Baseline. D Verify periodically layouts by same means. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01720-2 of 2 CITY OF PEARLAND CUTTING AND PATCHING Section 01730 CUTTING AND PATCHING 1.0 GENERAL 1.01 SECTION INCLUDES A Cutting, patching and fitting of Work to existing facilities, or to accommodate installation or connection of Work with existing facilities, or to uncover Work for access, inspection or testing. B References to Technical Specifications 1 Section 01350—Submittals 2. Section 01630—Product Options &Substitutions 1.02 MEASURMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Submit written notice to the Engineer requesting consent to proceed prior to cutting which may affect structural integrity or design function,Owner operations,or work of another contractor C Include the following in submittal. 1 Identification of Project. 2. Description of affected Work. 3 Necessity for cutting. 4 Effect on other work and on structural integrity 5 Include description of proposed Work: a. Scope of cutting and patching. b Contractor, subcontractor or trade to execute Work. c. Products proposed to be used. d. Extent of refinishing. e. Schedule of operations. 6. Alternatives to cutting and patching, if any D Should conditions of Work or schedule indicate change of materials or methods, submit a wntten recommendation to the Engineer including. 1 Conditions indicating change. 2. Recommendations for alternative materials or methods 3 Submittals as required for substitutions in Section 01630—Product Options &Substitutions. 07/2006 01730- 1 of 3 CITY OF PEARLAND CUTTING AND PATCHING E Submit wntten notice to the Engineer designating time Work will be uncovered for observation. Do not begin cutting or patching operations until authorized by the Engineer 1.04 CONNECTIONS TO EXISTING FACILITIES A Perform construction necessary to complete connections and tie-ins to existing facilities Keep all existing facilities in continuous operation unless otherwise specifically permitted in these Technical Specifications or approved by the Engineer B Coordinate with the Engineer,interruption of service requiring connection into existing facilities Bypassing of wastewater or sludge to waterways is not permitted. Provide temporary pumping facilities to handle wastewater if necessary Use temporary bulkheads (e.g., inflatable plugs) to minimize disruption. Provide temporary power supply and piping to facihtate construction where necessary C Submit a detailed schedule of proposed connections,including shut-downs and tie-ins. Include in the submittal the proposed time and date as well as the anticipated duration of the Work. Submit the detailed schedule coordinated with the construction schedule. 1 Provide specific time and date information to the Engineer 48 hours in advance of proposed Work. D Procedures and Operations 1 The Contractor may operate existing pumps, valves and gates required for sequencing procedures only as directed by the Engineer Do not operate any valve, gate or other item of equipment without permission of the Owner and the knowledge of the Engineer 2. Insofar as possible,equipment shall be tested and in operating condition before final tie-ins are made to connect equipment to the existing facility 3 Carefully coordinate Work and schedules. Provide written notice to the Engineer at least 48 hours before shut-downs or by-passes are required. 2.0 PRODUCTS - Not Used. 3.0 EXECUTION A Perform activities to avoid interference with facility operations and the Work of others in accordance with Section 00700—General Conditions of the Agreement. B Execute cutting and patching, including excavation, backfill, and fitting to 1 Remove and replace defective Work or Work not conforming to the Plans and Technical Specifications. 2. Take samples of installed Work as required for testing. 3 Remove construction required to provide for specified alteration or addition to existing Work. 4 Uncover Work to provide for inspection or remspection of covered Work by the Engineer or regulatory agencies having jurisdiction. 5 Connect any Work that was not accomplished in the proper sequence to completed Work. 07/2006 01730-2 of 3 CITY OF PEARLAND CUTTING AND PATCHING 6 Remove or relocate existing utilities and pipes which obstruct Work to which _ connections must be made. 7 Make connections or alterations to existing or new facilities. 8 Provide openings, channels,chases and flues,if any, and do cutting,patching and finishing. C Restore existing Work to a state equal to or better than that prior to cutting and patching. Restore new Work to standards of these Technical Specifications D Support,anchor,attach,match,trim and seal materials to the Work of others Unless otherwise specified, furnish and install sleeves, inserts, hangers, required for the execution of the Work. E Provide shoring, bracing and support as required to maintain structural integrity and protect adjacent Work from damage during cutting and patching Before cutting beams or other structural members, anchors, hntels or other supports, request written instructions from the Engineer Follow such instructions, as applicable. END OF SECTION N 07/2006 01730-3 of 3 CITY OF PEARLAND STARTING SYSTEMS Section 01750 STARTING SYSTEMS 1.0 GENERAL 1.01 SECTION INCLUDES A Starting systems B Demonstration and instructions. C Testing, adjusting, and balancing D References to Technical specifications 1 Section 01350—Submittals 2. Section 01430—Contractor's Quality Control 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Subnttals required by this Section under the provisions of Section 01350 — Submittals. B Submit a written report that equipment or system has been properly installed and is functioning correctly 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 PREPARATION A Contractor shall conduct all start-up operations under this Contract in conformance with Section 01430—Contractor's Quality Control. B Coordinate schedule for start-up of various equipment and systems. C Notify Engineer 7 days pnor to startup of each item. D Verify that each piece of equipment or system has been checked for proper lubrication, drive rotation, belt tension, control sequence, or other conditions which may cause damage. E Verify that tests, meter readings, and specified electrical characteristics agree with those required by the equipment or system manufacturer 07/2006 01750- 1 of 2 CITY OF PEARLAND STARTING SYSTEMS F Verify wiring and support components for equipment are complete and tested. G Execute start-up under Contractor's supervision in accordance with manufacturer's instructions H When specified in individual specification sections,require manufacturer to provide authorized representative to be present at site to inspect,check and approve equipment or system installation prior to and during start-up,and to supervise placing equipment or system in operation. 3.02 DEMONSTRATION AND INSTRUCTIONS A Demonstrate operation and maintenance of products to Owner two weeks minimum prior to date of Substantial Completion. B Utilize operation and maintenance manuals as basis for instruction. Review contents of manual with Owner in detail to explain all aspects of operation and maintenance. C Demonstrate start-up, operation, control, adjustment, trouble-shooting, servicing, maintenance, and shutdown of each item of equipment at agreed-upon times, at equipment location. D Prepare and insert additional data in operations and maintenance manuals when need for additional data becomes apparent during instruction. 3.03 TESTING, ADJUSTING,AND BALANCING A Contractor shall start, test, adjust, balance, and provide reports on all installed equipment as provided for in this section. B Owner may also appoint, employ, and pay for services of an independent firm to perform testing, adjusting, and balancing Reports will be submitted by the independent firm to the Owner indicating observations and results of the tests and indicating compliance or non-comphance with specified requirements and with the requirements of the Contract Documents. C Owner's employment of an independent firm shall not relieve the Contractor's responsibility under this section. END OF SECTION 07/2006 01750-2 of 2 CITY OF PEARLAND PROJECT RECORD DOCUMENTS Section 01760 PROJECT RECORD DOCUMENTS 1.0 GENERAL 1.01 SECTION INCLUDES A Maintenance and Submittal of Record Documents and Samples. B References to Technical Specifications 1 Section 01350—Submittals 2. Section 01770—Contract Closeout 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350—Submittals 1.04 MAINTENANCE OF DOCUMENTS AND SAMPLES A Maintain one copy of Record Documents at the Project Site in accordance with Section 00700—General Conditions of Agreement, 3 02 "Keeping Plans and Specifications Accessible" B Store Record Documents and Samples in field office if a field office is required by Contract Documents, or in a secure location. Provide files,racks, and secure storage for Record Documents and Samples. C Label each document "PROJECT RECORD" in neat, large,printed letters. D Maintain Record Documents in a clean,dry,and legible condition. Do not use Record Documents for construction purposes. E Keep Record Documents and Samples available for inspection by Engineer 1.05 RECORDING A Record information concurrently with construction progress. Do not conceal any work until required information is recorded. B Plans, Change Orders, and Shop Drawings Legibly mark each item to record all actual construction, or"as built" conditions, including: 1 Measured honzontal locations and elevations of underground utilities and appurtenances,referenced to permanent surface improvements 07/2006 01760- 1 of 2 CITY OF PEARLAND PROJECT RECORD DOCUMENTS 2. Elevations of underground utilities referenced to bench marks utilized for the Work. 3 Field changes of dimension and detail. 4 Changes made by modifications 5 Details not on original Plans. 6 References to related Shop Drawings and Modifications. C Record information with a red pen or pencil on a set of drawings indicated as the Record Document Set,provided by Engineer 2.0 PRODUCTS - Not Used 3.0 EXECUTION A Deliver Record Documents and Samples to Owner in accordance with Section 01770— Contract Closeout. END OF SECTION 07/2006 01760-2 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT Section 01770 CONTRACT CLOSEOUT 1.0 GENERAL 1.01 SECTION INCLUDES A Closeout procedures including final submittals such as operation and maintenance data, warranties, and spare parts and maintenance materials B References to Technical Specifications 1 Section 01350—Submittals 2. Section 01760—Project Record Documents 102 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals 1.03 CLOSEOUT PROCEDURES A Comply with Section 00700 — General Conditions of Agreement regarding Final Completion and Final Payment when Work is complete and ready for Engineer's final inspection. B Provide Record Documents under provisions of Section 01760 — Project Record Documents C Complete or correct items on punch list,with no new items added. Any new items will be addressed during warranty period. D The Owner will occupy portions of the Work as specified in Section 00700—General Conditions of Agreement. E Contractor shall request Final Inspection at least two weeks prior to Final Acceptance. 1.04 FINAL CLEANING A Execute final cleaning prior to final inspection. B Clean debris from drainage systems. C Clean Project Site, sweep paved areas,rake clean landscaped surfaces. D Remove waste and surplus materials, rubbish, and temporary construction facilities from the Project Site following the final test of utilities and completion of the Work. 1.05 OPERATION AND MAINTENANCE DATA 02/2008 01770- 1 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT ( A Submit Operations and Maintenance data under provisions of Section 01350 — Submittals 1.06 WARRANTIES A Provide one original of each warranty from Subcontractors, Suppliers, and Manufacturers. B Provide Table of Contents and assemble warranties in 3-nng/D binder with durable plastic cover C Submit warranties prior to Final Application for Payment. 1 Warranties shall commence in accordance with the requirements of Section 00700—General Conditions of Agreement, 1.09 "Substantially Completed" 2.0 PRODUCTS - Not Used 3.0 EXECUTION Contractor shall diligently pursue completion of the items and activities contained in the Contract Close Out and Project Record Document sections of the project manual. Notwithstanding any performance of warranty work, the work of Contract Closeout shall be complete within thirty (30) days of the date of Final Completion and Acceptance of the work. END OF SECTION 02/2008 01770-2 of 2 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 2 TECHNICAL SPECIFICATIONS DIVISION 2 SITE WORK 04/2008 CITY OF PEARLAND SITE PREPARATION Section 02200 SITE PREPARATION 1.0 GENERAL 1.01 SECTION INCLUDES A Removal of topsoil, stripping and stockpiling, clearing and grubbing. B Removal and disposal of waste materials, excess materials, debris and trash. C Removal of obstructions. D Excavation and fill. E Salvaging of designated item. F References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 01500—Temporary Facilities and Controls 5 Section 02255—Bedding, Backfill and Embankment Material 6 Section 02330—Embankment 7 Section 01140—Contractor's Use of Premises G Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. B If Site Preparation is included as a Bid Item,measurement will be based on the Units shown in Section 00300 — Bid Proposal and in accordance with Section 01200 — Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit embankment material sources and product quality information in accordance this Section. 07/2006 02200-1 of 4 CITY OF PEARLAND SITE PREPARATION 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 — Bedding, Backfill and Embankment Material. 3.0 EXECUTION 3.01 CLEARING AND GRUBBING. A Clear Project Site of trees,shrubs,and other vegetation,except for those designated by Owner to be left standing. B Use only hand methods for grubbing inside drip line of trees designated to remain. C Completely remove stumps,roots,and other debris protruding through ground surface. 1 On areas required for roadway, channel, or structural excavation, remove stumps, 2" diameter or larger limbs and roots, to depth of 2 feet below lower elevation of excavation. 2. On areas required for embankment construction, remove 2" diameter limbs, stumps and roots to depth of 2 feet below ground surface 3 Trees and stumps may be cut off as close to natural ground as practicable on areas which are to be covered by at least 3 feet of embankment D Fill depressions caused by clearing and grubbing operations with satisfactory soil material,unless further excavation or earthwork is indicated. 1 Place fill material in horizontal layers not exceeding 6 inches loose depth,and thoroughly compact to density equal to adjacent original ground. E Complete operations by bulldozing,blading, and grading so that prepared area is free of holes,unplanned ditches, abrupt changes in elevations and irregular contours, and preserve drainage of area. 1 Blade entire area to prevent ponding of water and to provide drainage,except in areas to be immediately excavated 07/2006 02200-2 of 4 CITY OF PEARLAND SITE PREPARATION 3.02 TOPSOIL STRIPPING AND STOCKPILING A Obtain approval of topsoil quality before excavating and stockpiling. B Excavate topsoil for esplanades and areas to receive grass or landscaping from areas to be further excavated. C Topsoil Stripping: 1 Remove growths of grass from areas before stripping. 2. Topsoil is defined as surface soil found of depth of not less than 4 inches. 3 Strip topsoil to depths encountered. 4 Perform stripping in a manner to prevent intermingling of topsoil with underlying sterile subsoil and remove objectionable materials,including clay lumps, stones over 2 in.in diameter,weeds,roots,leaves,and debris. 5 Where trees are designated by Owner to be left standing,stop topsoil stripping at extreme limits of tree drip line to prevent damage to main root system. D Topsoil Stockpiling: 1 Stockpile in areas designated on Plans. 2. Construct storage piles to freely drain surface water 3 Cover storage piles,if required to prevent wind-blown dust. 4 Stockpile topsoil to depth not exceeding 8 feet. Stockpile in a manner to prevent erosion. 3.03 UNSUITABLE MATERIAL A Undercut, remove, and replace material which Engineer designates as unsuitable for subsequent construction. B Material used to replace unsuitable material shall be suitable material from site excavation or as indicated on Plans. 3.04 EXCAVATION AND FILL A Depressed site areas shall be filled using material from high areas, insofar as practicable. B When fill obtained from high areas is exhausted, fill to indicated rough grade elevations under roadways with"Structural Fill"and open areas not under structures or roadways with"General Fill", or as indicated on Plans. C Place and compact fill in accordance with Section 02330—Embankment. 3.05 SALVAGEABLE ITEMS AND MATERIAL A Items designated by Engineer to be salvaged are to be carefully removed,so as to cause no damage to the salvaged items and delivered to Owner's storage yard. 07/2006 02200-3 of 4 CITY OF PEARLAND SITE PREPARATION 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. END OF SECTION 07/2006 02200-4 of 4 CITY OF PEARLAND SITE DEMOLITION Section 02220 SITE DEMOLITION 1.0 GENERAL 1.01 SECTION INCLUDES A Demolishing and removing existing pavements, structures,equipment and matenals only to the extent as indicated on the Plans. B Removing concrete paving, asphaltic concrete pavement,and base courses. C Removing concrete curbs, concrete curb and gutters, sidewalks and driveways. D Removing pipe culverts and sewers. E Removing miscellaneous structures of wood,plastics, metals, concrete,masonry, or combination of concrete and masonry, etc. F Disposing of demolished materials and equipment. G References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Control 4 Section 01100—Summary of Work 5 Section 01730—Cutting and Patching 6 Section 01140—Contractor's Use of Premises 7 Section 01562—Waste Material Disposal 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for removing and disposing of existing pavement and structures under this Section. Include cost for removing and disposing of existing pavement and structures in Bid Items for which this Work is a component. B If indicated as a Bid Item,measurement will be as follows. 1 Measurement for removing and disposing of concrete base and surfacing,and removing asphaltic surfacing,is on a square yard basis measured between lips of gutters. 2. Measurement for removing and disposing of cement stabilized shell base course, with or without asphalt surfacing,is on a square yard basis. 3 Measurement for removing and disposing of concrete base and surfacing with curbs,is on a square yard basis measured from back to back of curbs. Payment includes removal of all base,asphaltic surfacing,concrete pavement,esplanade curbs, curb and gutters, and paving headers. 04/2008 02220-1 of 5 CITY OF PEARLAND SITE DEMOLITION 4 Measurement for removing and disposing of concrete pavement is on a square yard basis measured from back to back of curbs. 5 Measurement for removing and disposing of monolithic curb and gutter, removing monolithic concrete curb,and removing concrete curb,is on a lineal foot basis measured along the face of the curb 6 Measurement for removing and disposing of concrete sidewalk and driveway is on a square yard basis. 7 Measurement for removing and disposing of miscellaneous concrete and masonry removal is on a cubic yard basis of the structure in place. 8 Measurement for removing and disposing of pipe culverts and sewers is on a lineal foot basis for each diameter of type of pipe removed. 9 Measurement for removing and disposing of unlisted materials shall be on the lump sum basis. C No payment will be made for work outside maximum payment limits indicated on Plans, or in areas removed for Contractor's convenience. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit proposed methods, equipment, materials and sequence of operations for demolition. Describe coordination for shutting off,capping,and removing temporary utilities. Plan operations to minimize temporary disruption of utilities to existing facilities or adjacent property C Submit proposed demolition and removal schedule for approval. Notify Engineer in writing at least 48 hours before starting demolition. D Submit an approved copy of demolition schedule to Engineer prior to commencement of demolition operations. E Obtain a permit for building demolition, as required. 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. B The Contractor shall be responsible for safety and integrity of adjacent structures and shall be liable for any damage due to movement or settlement. Provide proper framing and shonng necessary for support. Cease operations if an adjacent structure appears to be endangered. Resume demolition only after proper protective measures have been taken. 04/2008 02220-2 of 5 CITY OF PEARLAND SITE DEMOLITION 1.05 OWNERSHIP OF MATERIAL AND EQUIPMENT A Materials and equipment designated for reuse or salvage are listed in Section 01100— Summary of Work. Protect items designated for reuse or salvage from damage during demolition,handling and storage. Restore damaged items to satisfactory condition. B Materials and equipment not designated for reuse or salvage become the property of the Contractor 1.06 STORAGE AND HANDLING A Store and protect materials and equipment designated for reuse until time of installation. B Deliver and unload items to be salvaged to storage areas indicated on Plans. C Remove equipment and materials not designated for reuse or salvage and all waste and debris resulting from demolition from site. Remove material as work progresses to avoid clutter 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS FOR DEMOLITION A Use equipment and materials approved as prescribed in this Section, 1.03"Submittals' B Use of a"drop hammer"must have the Engineer's prior approval. 3.0 EXECUTION 3.01 EXAMINATION A Prior to demolition,make an inspection with Engineer to determine the condition of existing structures and features adjacent to items designated for demolition. B Engineer will mark or list existing equipment to remain the property of the Owner C Do not proceed with demolition or removal operations until after the joint inspection and subsequent authorization by Engineer D Stop demolition and notify Engineer if underground fuel storage tanks, asbestos, PCB's, contaminated soils, or other hazardous materials are encountered. 3.02 UTILITY SERVICES - A Follow rules and regulations of authorities or companies having jurisdiction over communications,pipelines,and electrical distribution services. B Notify and coordinate with utility company and adjacent building occupants when temporary interruption of utility service is necessary 04/2008 02220-3 of 5 CITY OF PEARLAND SITE DEMOLITION C When required by the Work, cutting, patching, and fitting of Work to existing facilities,accommodating installation or connection of Work with existing facilities,or uncovering Work for access,inspection, or testing shall be performed in accordance with Section 01730—Cutting and Patching 3.03 MECHANICAL WORK ITEMS A Mechanical removals consist of dismantling and removing existing piping, pumps, motors,water tanks,equipment and other appurtenances. It includes cutting,capping, and plugging required to restore use of existing utilities. B Remove existing process,water,chemical,gas,fuel oil and other piping not required for new work. Take out piping to the limits shown or to a point where it will not interfere with the new work. Piping not indicated to be removed or which does not interfere with new work shall be removed to the nearest solid support,capped,and the remainder left in place. Purge chemical and fuel lines and tanks. Verify that such lines are safe prior to removal or capping. C Where piping that is to be removed passes through existing walls, cut and cap piping on each side of the wall. Use cap appropriate for pipe material to be capped. Provide fire-rated sealant for walls classified as fire-rated. D When underground piping, which is not located in the public right-of-way, is to be altered or removed,cap the remaining piping. Abandoned underground piping may be left in place unless it interferes with new work or is shown or specified to be removed. Piping less than 15 inches in diameter may be plugged and abandoned in place. For piping 15 inches in diameter and greater to be abandoned,fill with sand,pressure grout or other approved method and plug with concrete or brick masonry bulkhead. E Remove waste and vent piping to points shown. Plug pipe and cleanouts and plugs. Where vent stacks pass through an existing roof that is to remain,remove the stack and patch the hole in the roof,making it watertight. Comply with requirements of existing roof installer so as to maintain roof warranty F Conform to applicable codes when making any changes to plumbing and heating systems. 3.04 ELECTRICAL WORK ITEMS A Electrical removals consist of disconnecting and removing existing switchgear, distribution switchboards,control panels,bus duct,conduits and wires,panel boards, lighting fixtures, and miscellaneous electrical equipment. B Remove existing electrical equipment and fixtures to prevent damage to allow continued operation of existing systems and to maintain the integnty of the grounding systems. 04/2008 02220-4 of 5 CITY OF PEARLAND SITE DEMOLITION C Remove poles and metering equipment, if designated for removal on the Plans. Coordinate electrical removals with the power company, as necessary Verify that power is properly de-energized and disconnected. D Where shown or otherwise required, remove wiring in underground duct systems. Verify function of wiring before disconnecting and removing. Plug ducts which are not to be reused at entry to buildings. E Changes to electrical systems shall conform to applicable codes 3.05 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. B Remove from the site all items contained m or upon the structure not designated for reuse or salvage in accordance with this Section and Section 01562—Waste Material Disposal. C Follow method of disposal as required by regulatory agencies. END OF SECTION 04/2008 02220-5 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND Section 02252 CEMENT STABILIZED SAND 1.0 GENERAL 1.01 SECTION INCLUDES A Cement stabilized sand for backfill and bedding. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 02255—Bedding,Backfill, and Embankment Materials 3 Section 01450—Testing Laboratory Services C Referenced Standards 1 American Society for Testing and Materials(ASTM) a. ASTM D 558, "Standard Test Methods for Moisture-Density (Unit Weight)Relations of Soil-Cement Mixtures" b ASTM D 1632, "Practice for Making and Curing Soil-Cement Compression and Flexure Test Specimens in the Laboratory" c. ASTM D 1633, "Standard Test Method for Compressive Strength of Molded Soil-Cement Cylinders" d. ASTM C 150, "Standard Specification for Portland Cement" e. ASTM C 33, "Standard Specification for Concrete Aggregates" f. ASTM D 2487, "Standard Classification of Soils for Engineenng Purposes (Unified Soil Classification System)" g. ASTM C 142, "Standard Test Method for Clay Lumps and Friable Particles in Aggregates" h. ASTM C 123, "Standard Test Method for Lightweight Particles in Aggregate" i. ASTM C 40, "Standard Test Method for Organic Impunties in Fine Aggregates for Concrete" j ASTM C 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" k. ASTM C 94, "Standard Specification for Ready-Mixed Concrete" 1. ASTM C 31,"Standard Practice for Making and Curing Concrete Test Specimens in the Field" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as an Extra Item, no separate payment will be made for cement stabilized sand under this Section. Include cost in Bid Items for applicable utility or structure installation. B If use of cement stabilized sand is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a per ton basis. A conversion between volumes calculated based on theoretical limits and total weight will be made based on a ratio of 1 64 tons per cubic yard. 07/2007 02252-1 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit material qualification and design mix tests to include: 1 Three series of tests of sand or fine aggregate material from the proposed source. Tests shall include procedures defined in this Section, 2.01 "Materials" 2. Three moisture-density relationship tests prepared using the matenal qualified by the tests in this Section, 1.03B 1 Blends of fine aggregate from crushed concrete and bank run sand shall be tested at the ratio to be used for the design mix testing. 3 Design mix report to meet the specifications of this Section, 1.04 "Design Requirements" The design mix shall include compressive strength tests after 48-hours and 7 days curing. 1.04 DESIGN REQUIREMENTS A Design sand-cement mixture to produce a minimum unconfined compressive strength of 100 pounds per square inch in 48 hours when compacted to 95 percent in accordance with ASTM D 558 and when cured in accordance with ASTM D 1632,and tested in accordance with ASTM D 1633 Mix for general use shall contain a minimum of 1-1/2 sacks of cement per cubic yard. Compact mix with a moisture content on the dry side of optimum. 2.0 PRODUCTS 2.01 MATERIALS A Cement shall be.Type 1 Portland cement conforming to ASTM C 150. B Sand shall be clean, durable, and meet grading requirements for fine aggregates of ASTM C 33 and the following requirements: 1 Classified as SW,SP or SM by the United Soil Classification System of ASTM D 2487 2. Deleterious,material content: a. Clay lumps shall comprise less than 0.5 percent by ASTM C 142. b Lightweight pieces shall comprise less than 5.0 percent by ASTM C 123 c. Organic impurities shall produce color no darker than the standard color by ASTM C 40 ASTM. 3 Plasticity index of 4 or less when tested in accordance with ASTM D 4318. C Fine aggregate,manufactured from crushed concrete meeting the quality requirements for crushed rock material in Section 02255 - Bedding, Backfill, and Embankment Materials, may be used as a complete or partial substitute for Bank Sand. The blending ratio of fine aggregate from crushed concrete and Bank S and shall be defined in the mix design report. 07/2007 02252-2 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND D Water shall be potable,free of oils,acids,alkalies,organic matter,or other deleterious substances, meeting requirements of ASTM C 94 2.02 MIXING MATERIALS A Thoroughly mix sand, cement and water in proportions of the mix design usmg a pugmill-type mixer The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. 3.0 EXECUTION 3.01 PLACEMENT AND COMPACTION A Place sand-cement mixture in 8-inch-thick loose lifts and compact to 95 percent of ASTM D 558, unless otherwise specified on Plans. The moisture content during compaction shall be on the dry side of optimum but sufficient for hydration. Perform and complete compaction of sand-cement mixture within 4 hours after addition of water to mix at the plant. B Do not place or compact sand-cement mixture in standing or free water 3.02 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B Mixing plant inspections will be performed periodically Material samples will be obtained and tested in accordance with this Section, 2.01 "Materials", if there is evidence of change in material characteristic. C One sample of cement stabilized sand shall be obtained for each 150 tons of material placed per day with no less than one sample per day of production.Random samples of delivered cement stabilized sand shall be taken in the field at point of delivery in accordance with ASTM 3665 Obtain three individual samples of approximately 12 to 15 lb each from the first, middle, and last third of the truck and composite them into one sample for test purpose. D Prepare and mold four specimens (for each sample obtained) in accordance with ASTM D558,Method A,without adjusting moisture content.Samples will be molded at approximately same time material is being used,but no later than 4 hours after water is added to mix. E After molding, specimens will be removed from molds and cured in accordance with ASTM D 1632. 07/2007 02252-3 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND F Specimens will be tested for compressive strength in accordance with ASTM D 1633, Method A. Two specimens will be tested at 48 hours plus or minus 2 hours and two specimens will be tested at 7 days plus or minus 4 hours. G A strength test will be average of strengths of two specimens molded from same sample of material and tested at same age. Average daily strength will be average of strengths of all specimens molded during one day's production and tested at same age. H Precision and Bias: Test results shall meet recommended guideline for precision in ASTM D 1633 Section 9 I Reporting: Test reports shall contain, as a minimum,the following information. 1 Supplier and plant number 2. Time material was batched 3 Time material was sampled 4 Test age(exact hours) 5 Average 48-hour strength 6. Average 7-day strength 7 Specification section number 8. Indication of compliance/non-compliance 9 Mixture identification 10 Truck and ticket numbers 11 The time of molding 12. Moisture content at time of molding 13 Required strength 14 Test method designations 15 Compressive strength data as required by ASTM D 1633 16 Supplier mixture identification 17 Specimen diameter and height, in. 18 Specimen cross-sectional area, sq. in. J The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. 3.03 ACCEPTANCE A Strength level of material will be considered satisfactory if: 1 The average 48-hour strength is greater than 100 psi with no individual strength test below 70 psi. 2. All 7-day individual strength tests(average of two specimens)are greater than or equal to100 psi. B Material will be considered deficient when 7-day individual strength test(average of two specimens) is less than 100 psi but greater than 70 psi. See Paragraph 3 04 Adjustment for Deficient Strength. C The material will be considered unacceptable and subject to removal and replacement at Contractors expense when individual strength test(average of two specimens)has 7- day strength less than 70 psi 07/2007 02252-4 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND D When moving average of three daily 48-hour averages falls below 100 psi,discontinue shipment to project until plant is capable of producing material,which exceeds 100 psi at 48 hours. Five 48-hour strength tests shall be made in this determination with no individual strength tests less than 100 psi. E Testing laboratory shall notify Contractor,Project Manager, and material supplier by facsimile of tests indicating results falling below specified strength requirements within 24 hours. F If any strength test of laboratory cured specimens falls below the specified strength, Contractor may, at his own expense, request test of cores drilled from the area in question in accordance with ASTM C42.In such cases,three(3)cores shall be taken for each strength test that falls below the values given in 3.03.A. G Cement stabilized sand in an area represented by core tests shall be considered satisfactory if the average of three(3)cores is equal to at least 100 psi and if no single core is less that 70 psi.Additional testing of cores extracted from locations represented by erratic core strength results will be permitted. 3.04 ADJUSTMENT FOR DEFICIENT STRENGTH A When mixture produces 7-day compressive strength greater than or equal to 100 psi, then material will be considered satisfactory and bid price will be paid in full. B When mixture produces 7-day compressive strength less than 100 psi and greater than or equal to 70 psi,material shall be accepted contingent on credit in payment Compute credit by the following formula. Credit per Cubic Yard=$30.00 x 2(100 psi -Actual psi) 100 C When mixture produces 7-day compressive strength less than 70 pounds per square inch, then remove and replace cement-sand mixture and paving and other necessary work at no cost to City END OF SECTION 07/2007 02252-5 of 5 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS Section 02255 BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 1.0 GENERAL 1.01 SECTION INCLUDES A A reference source for materials used as embedment, backfill, back-dressing, and embankment,specified elsewhere in the Technical Specifications,and their associated material qualification testing requirements. B Source qualifications and handling of these materials. C Material use and application is specified on the Plans or in individual Technical Specifications referencing materials either by Material Classification or by Product Description. D References to Technical Specifications: 1 Section 03300—Cast-in-Place Concrete 2. Section 02910—Topsoil 3 Section 02252—Cement Stabilized Sand E Referenced Standards. 1 American Society for Testing and Matenals (ASTM) al ASTM D 2487, "Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)" b ASTM C 142, "Standard Test Method for Clay Lumps and Friable Particles in Aggregates" c. ASTM C 123, "Standard Test Method for Lightweight Particles in Aggregate" d. ASTM C 40, "Standard Test Method for Organic Impunties in Fine Aggregates for Concrete" e. ASTM C 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" f. ASTM D 1140, "Standard Test Methods for Amount of Material in Soils Finer the No 200 (70-um)Sieve" g. ASTM C 33, "Standard Specification for Concrete Aggregates" h. ASTM C 136, "Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates" i. ASTM C 131, "Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" 07/2007 02255-1 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 2.0 PRODUCTS 2.01 MATERIAL CLASSIFICATIONS A Materials shall be classified for the purpose of quality control in accordance with the Unified Soil Classification Symbols as defined in ASTM D 2487 1 Class I. Well-graded gravels and sands, gravel-sand mixtures,crushed well- graded rock,little or no fines(GW,SW) a. Plasticity index: non-plastic. b. Gradation. D60/Dlo- greater than 4 percent; amount passing No.200 sieve-less than or equal to 5 percent. 2. Class II. Poorly graded gravels and sands, silty gravels and sands, little to moderate fines: a. Plasticity index. non-plastic to 4 b Gradations. Gradation (GP, SP) amount passing No 200 sieve -less than 5 percent. Gradation(GM,SM). amount passing No.200 sieve-between 12 percent and 50 percent. c. Borderline gradations with dual classifications(e.g.,SP-SM): amount passing No. 200 sieve-between 5 percent and 12 percent. 3 Class III. Clayey gravels and sands,poorly graded mixtures of gravel, sand, silt, and clay(GC, SC, and dual classifications,e.g., SP-SC). a. Plasticity index. greater than 7 b Gradation. amount passing No.200 sieve-between 12 percent and 50 percent. 4 Class IVA. Lean clays (CL). a. Plasticity Indexes: Plasticity index. greater than 7, and above A line. Borderline plasticity with dual classifications (CL-ML)• PI between 4 and 7 b Liquid limit: less than 50. c. Gradation. amount passing No. 200 sieve- greater than 50 percent. d. Inorganic. 5 Class IVB Fat clays (CH) a. Plasticity index. above A line. b Liquid limit: 50 or greater. c. Gradation. amount passing No 200 sieve- greater than 50 percent. d. Inorganic. B Use soils with dual class designation according to ASTM D 2487, and which are not defined above, according to the more restrictive class. 2.02 PRODUCT DESCRIPTIONS A Unsuitable Matenal. Unsuitable soil materials are the following: 07/2007 02255-2 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 1 Materials that are classified as ML,CL-ML,MH,PT,OH and OL according to ASTM D 2487 2. Materials that cannot be compacted to the required density due to either gradation,plasticity, or moisture content. 3 Materials that contain large clods, aggregates, stones greater than 3 inches in any dimension, debris, vegetation, waste or any other deletenous materials. 4 Materials that are contaminated with hydrocarbons or other chemical contaminants. B Suitable Material. Soil materials meeting specification requirements. Unsuitable soils meeting specification requirements for suitable soils after treatment with,for example, lime or cement shall be considered suitable,unless otherwise indicated. C General Fill. Material that is free of stones greater than 3 inches,free of roots,waste, debris,trash,organic material,unstable material,non-soil matter,hydrocarbon or other contamination,conforming to the following limits for deleterious materials. 1 Clay lumps. Less than 0.5 percent for Class I, and less than 2.0 percent for Class II,when tested in accordance with ASTM C 142. 2. Lightweight pieces. Less than 5 percent when tested in accordance with ASTM C 123 3 Organic impurities. No color darker than standard color when tested in accordance with ASTM C 40. D Random Fill. Soils defined by ASTM D 2487 as Class I,II,III,IV, or fat clay(CH), sand,gravel,or a combination,from excavation or borrow,which can be compacted to form stable embankments, and conforming to 1 Liquid Limit: 65 maximum,ASTM -D4318. 2. Plasticity Index. 0 minimum,45 maximum, ASTM-D4318 3 Free from trash, vegetation, organic matter,large stones,hard lumps of earth and frozen, corrosive or perishable material. 4 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. E Structural Fill. Soils defined by ASTM D 2487 as Class I,II,III,or IV,sand,gravel,or a combination, from excavation or borrow, which can be compacted to form stable embankments and fills conforming to 1 Liquid Limit: 45 maximum,ASTM D 4318. 2. Plasticity Index. 12 minimum, 20 maximum,ASTM D 4318. 3 Free from trash, vegetation, organic matter,large stones,hard lumps of earth and frozen, corrosive or perishable material. 4 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. F Select Fill. Class III clayey gravel or sand or Class IV lean clay or clayey soils treated with lime or cement, and conforming to- , 07/2007 02255-3 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS- 1 Plasticity Index. 7 minimum,20 maximum,ASTM D 4318. 2. Free from trash,vegetation, organic matter,large stones,hard lumps of earth and frozen, corrosive or perishable material. 3 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. G Concrete Fill. Conform to requirements for Class B concrete as specified in Section 03300- Cast-in-Place Concrete. H Topsoil. Conform to requirements specified in Section 02910-Topsoil. Bank Sand. Durable Bank Sand classified as SP, SW, or SM by the Unified Soil Classification System(ASTM D 2487)meeting the following requirements. 1 Less than 15 percent passing the number 200 sieve when tested in accordance with ASTM D 1140 The amount of clay lumps or balls not exceeding 2 percent. 2. Material passing the number 40 sieve shall meet the following requirements when tested in accordance with ASTM D 4318 a. Liquid limit: not exceeding 25 percent. b Plasticity index. not exceeding 7 J Cement Stabilized Sand. Conform to requirements of Section 02252 - Cement Stabilized Sand. K Concrete Sand. Natural sand, manufactured sand, or a combination of natural and manufactured sand conforming to the requirements of ASTM C 33 and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENT PASSING 3/8" 100 No.4 95 to 100 No. 8 80 to 100 No 16 50 to 85 No 30 25 to 60 No 50 10 to 30 No 100 2 to 10 L Gem Sand. Sand conforming to the requirements of ASTM C 33 for course aggregates specified for number 8 size and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENT PASSING 3/8" 95 to 100 No 4 60 to 80 No 8 15 to 40 07/2007 02255-4 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS M Pea Gravel. Durable particles composed of small,smooth,rounded stones or pebbles and graded within the following limits when tested in accordance with ASTM C 136 SIEVE PERCENT PASSING 1/2" 100 3/8" 85 to 100 No 4 10 to 30 No. 8 0 to 10 No. 16 0 to 5 N Crushed Aggregates. Crushed aggregates consist of durable particles obtained from an approved source and meeting the following requirements. 1 Materials of one product delivered for the same construction activity from a single source. 2. Non-plastic fines. 3 Los Angeles Abrasion Test wear not exceeding 45 percent when tested in accordance with ASTM C 131 4 Crushed aggregate shall have a minimum of 90 percent of the particles retained on the No 4 sieve with 2 or more crushed faces as determined by TxDOT Tex- 460-A,Part I. 5 Crushed stone: Produced from oversize plant processed stone or gravel,sized by crushing to predominantly angular particles from a naturally occumng single source. Uncrushed gravel are not acceptable materials for embedment where crushed stone is shown on the applicable utility embedment drawing details. 6 Crushed Concrete: Crushed concrete is an acceptable substitute for crushed stone as utility backfill. Gradation and quality control test requirements are the same as crushed stone. Provide crushed concrete produced from normal weight concrete of uniform quality; containing particles of aggregate and cement matenal,free from other substances such as asphalt,reinforcing steel fragments, soil, waste gypsum(calcium sulfate), or debris. 7 Gradations, as determined in accordance with TxDOT Tex-110-E. PERCENT PASSING BY WEIGHT FOR PIPE SIEVE EMBEDMENT BY RANGES OF NOMINAL PIPES SIZES >15" 15" - 8" <8" 1" 95 - 100 100 - 3/4" 60- 90 90— 100 100 1/2" 25 - 60 - 90— 100 3/8" - 20—55 40- 70 No. 4 0 - 5 0— 10 0 - 15 No8 - 0- 5 0 - 5 07/2007 02255-5 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS, 3.0 EXECUTION 3.01 SOURCE QUALIFICATIONS FOR BORROW MATERIAL A Use of material encountered in excavations is acceptable, provided applicable requirements are satisfied. If excavation material is not acceptable,provide from other approved source. B Identify off-site sources for materials at least 14 days ahead of intended use so that the Engineer may obtain samples for verification testing. C Obtain approval for each material source by the Engineer before delivery is started. If sources previously approved do not produce uniform and satisfactory products,furnish materials from other approved sources. Materials may be subjected to inspection or additional verification testing after delivery Materials which do not meet the requirements will be rejected. Do not use material which,after approval,has become unsuitable for use due to segregation, mixing with other materials, or by contamination. Once a material is approved by the Engineer, a Change Order is required to change to a different material. D Bank sand, select fill, and random fill, if available in the project excavation, maybe obtained by selective excavation and acceptance testing. Obtain additional quantities of these materials and other materials required to complete the Work from off-site sources. E The Owner does not represent or guarantee that any soil found in the excavation work will be suitable and acceptable as backfill material. 3.02 MATERIAL HANDLING A When material is obtained from either a commercial or non-commercial borrow pit, open the pit to expose the vertical faces of the various strata for identification and selection of approved material to be used. Excavate the selected material by vertical cuts extending through the exposed strata to achieve uniformity in the product. B Establish temporary stockpile locations for practical material handling and control,and verification testing by the Engineer in advance of final placement. Obtain approval from landowner for storage of backfill material on adjacent private property C When stockpiling material near the Project Site,use appropriate methods to eliminate blowing of materials into adjacent areas and•prevent runoff containing sediments from entering the drainage system. D Place material suitable for backfilling in stockpiles at a distance from the trench to prevent slides or cave-ins. Do not place stockpiles of excavated materials on public streets. 07/2007 02255-6 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS E Place stockpiles in layers to avoid segregation of processed materials. Load material by making successive vertical cuts through entire depth of stockpile. END OF SECTION 07/2007 02255-7 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES Section 02317 EXCAVATION AND BACKFILL FOR STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Excavation,backfilhng, and compaction of backfill for structures. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350 -Submittals 3 Section 01760—Project Record Documents 4 Section 01450-Testing Laboratory Services 5 Section 01500—Temporary Facilities and Controls 6. Section 02255—Bedding,Backfill, and Embankment Materials 7 Section 01570 -Trench Safety System 8 Section 01564 -Control of Ground Water and Surface Water 9 Section 02220 -Site Demolition 10. Section 02200—Site Preparation 11 Section 02252 -Cement Stabilized Sand 12. Section 01562-Waste Material Disposal C Referenced Standards. 1 American Society for Testing and Materials (ASTM) a. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" b. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" c. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" d. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" e. ASTM D 3017, "Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 2. Occupational Safety and Health Administration (OSHA) 3 Texas Department of Transportation(TxDOT) a. Tex-101-E,Preparing Soil and Flexible Base Materials for Testing b Tex-110-E,Particle Size Analysis of Soils D Definitions: 1 Backfill - material meeting specified quality requirements, placed and compacted under controlled conditions around pavements, structures and utilities. 07/2006 02317-1 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 2. Foundation Backfill-natural soil or manufactured aggregate meeting Class I requirements and Geotextile fabrics as required to control drainage and material separation placed and compacted where needed to provide stable support for the structure foundation base. Foundation backfill may include crushed aggregate with filter fabric as required, cement stabilized sand, or concrete seal slab 3 Foundation Base - provides a smooth, level working surface for the construction of the concrete foundation. 4 Foundation Sub grade-the surface of the natural soil which has been excavated and prepared to support the foundation base or foundation backfill, where needed. 5 Over-Excavation - excavation of sub grade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below the foundation as shown on the Plans. 1.02 MEASUREMENT AND PAYMENT UNIT PRICES A Unless indicated as a Bid Item,no separate payment will be made for Excavation and Backfill for Structures under this Section. Include cost in Bid Items for construction of structures. B If Excavation and Backfill for Structures is included as a Bid Item,measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit for each structure a work plan for excavation and backfill with a complete written description which identifies details of the proposed method of construction and the sequence of operations for construction relative to excavation and backfill activities. The descriptions, with supporting illustrations, shall be sufficiently detailed to demonstrate to the Engineer that the procedures meet the requirements of the Plans and Technical Specifications. C Submit product quality,material sources,and field quality information in accordance with this Section. D Submit field red lines documenting location of structures as installed,referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents, 1 04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations,inverts and gradients. 07/2006 02317-2 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 1.04 TESTING A Testing and analysis of product quality, material sources, or field quahty shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 -Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500- Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment,backfill,back-dressing,and embankment identified on the Plans in accordance with Section 02255 —Bedding, Backfill and Embankment Material. 2.02 EQUIPMENT A Perform excavation with equipment suitable for achieving the requirements of this Section. B Use equipment which will produce the degree of compaction specified. Backfill within 3 feet of walls shall be compacted with hand operated equipment. Do not use equipment weighing more than 10,000 pounds closer to walls than a horizontal distance equal to the depth of the fill at that time. Use hand operated power compaction equipment where use of heavier equipment is impractical or restricted due to weight limitations. 3.0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570-Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 - Control of Ground Water and Surface Water C Remove existing pavements and structures, including sidewalks and driveways,in accordance with requirements of Section 02220 - Site Demolition,as applicable. D Area shall be cleared and grubbed under the provisions of Section 02200 - Site Preparation prior to excavation. 07/2006 02317-3 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES E Strip and stockpile topsoil under the provisions of Section 02200-Site Preparation F Upon discovery of unknown utilities,badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.02 EXCAVATION A Perform excavation work so that the underground structure can be installed to depths and alignments shown on Plans Drawings. Use caution during excavation work to avoid disturbing surrounding ground and existing facilities and improvements. Keep excavation to the absolute minimum necessary No additional payment will be made for excess excavation not authorized by Engineer B Avoid settlement of surrounding soil due to equipment operations, excavation procedures, vibration, dewatering, or other construction methods. C Prevent voids from forming outside of sheeting. Immediately fill voids with grout, concrete fill, cement stabilized sand, or other material approved by Engineer D After completion of the structure, remove sheeting, shoring, and bracing unless Engineer has approved in writing that such temporary structures may remain. Remove sheeting,shoring,and bracing in such a manner as to maintain safety during backfilling operations and to prevent damage to the Work and adjacent structures or improvements. E Immediately fill and compact voids left or caused by removal of sheeting with cement stabilized sand or material approved by Engineer 3.03 DEWATERING A Maintain ground water control as directed by Section 01564 - Control of Ground Water and Surface Water and until the structure is sufficiently complete to provide the required weight to resist hydrostatic uplift with a minimum safety factor of 1.2. B Maintain the ground water surface a minimum of two feet below the bottom of the foundation base. 3.04 FOUNDATION EXCAVATION A Notify Engineer at least 48 hours prior to planned completion of foundation excavations. Do not place the foundation base until the excavation is accepted by the Engineer B Excavate to elevations shown on Plans Drawings, as needed to provide space for the foundation base, forming a level undisturbed surface,free of mud or soft material. Remove pockets of soft or otherwise unstable soils and replace with foundation backfill material or a material as directed by the Engineer Prior to placing material 07/2006 02317-4 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES over it,re-compact the subgrade,scarifying as needed,to 95 percent of the maximum Standard Proctor Density according to ASTM D 698. If the specified level of compaction cannot be achieved, moisture condition the sub grade and re-compact until 95 percent is achieved, over-excavate to provide a minimum layer of 24 inches of foundation backfill material, or other means acceptable to the Engineer C Fill unauthonzed excessive excavation with foundation backfill material or other material as directed by the Engineer D Protect open excavations from rainfall,runoff, freezing groundwater, or excessive drying so as to maintain foundation subgrade in a satisfactory,undisturbed condition. Keep excavations free of standing water and completely free of water during concrete placement. E Soils which become unsuitable due to inadequate dewatering or other causes, after initial excavation to the required subgrade, shall be removed and replaced with foundation backfill material, as directed by Engineer, at no additional cost to the Owner F Place foundation base, or foundation backfill material where needed, over the subgrade on same day that excavation is completed to final grade. Where base of excavations are left open for longer periods,protect them with a seal slab or cement- stabilized sand. G Where directed by the Plans Drawings,all crushed aggregate,and other free draining Class I materials,shall have a Geo-textile filter fabric separating it from native soils or select material backfill. The fabric shall overlap a minimum of 12 inches beyond where another material stops contact with the soil. H Crushed aggregate, and other Class I materials, shall be placed in uniform layers of 8-inch maximum thickness. Compaction shall be by means of at least two passes of a vibratory compactor 3.05 FOUNDATION BASE A After the sub grade is properly prepared, including the placement of foundation backfill where needed, the foundation base shall.be placed. The foundation base shall consist of a 12-inch layer of crushed aggregate or cement stabilized sand. Alternately, a 4-inch minimum seal slab may be placed. The foundation base shall extend a minimum of 12 inches beyond the edge of the structure foundation. B Where the foundation base and foundation backfill are of the same material,both can be placed in one operation. 07/2006 02317-5 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 3.06 BACKFILL A Complete backfill to surface of natural ground or to lines and grades shown on Plans Drawings. Use existing material that qualifies as select material, unless indicated otherwise. Deposit backfill in uniform layers and compact each layer as specified. B Do not place backfill against concrete walls or similar structures until laboratory test breaks indicate that the concrete has reached a minimum of 85 percent of the specified compressive strength. Where walls are supported by slabs or intermediate walls,do not begin backfill operations until the slab or intermediate walls have been placed and concrete has attained sufficient strength. C Remove concrete forms before starting backfill and remove shoring and bracing as work progresses. D Maintain fill material at no less than 2 percent below and no more than 2 percent above optimum moisture content. Place fill material in uniform 8-inch maximum loose layers. Compaction of fill shall be to at least 95 percent of the maximum Standard Proctor Density according to ASTM D 698 under paved areas. Compact to at least 90 percent around structures below unpaved areas. E Where backfill is placed against a sloped excavation surface, run compaction equipment across the boundary of the cut slope and backfill to form a compacted slope surface for placement of the next layer of backfill. F Place backfill using cement stabilized sand in accordance with Section 02252 - Cement Stabilized Sand. 3.07 FIELD QUALITY CONTROL A Tests will be performed initially on minimum of three different samples of each material type for plasticity characteristics,in accordance with ASTM D 4318,and for gradation characteristics, in accordance with TxDOT Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity B In-place density tests of compacted subgrade and backfill will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions: 1 A minimum of one test for every 100 cubic yards of compacted backfill material. 2. A minimum three density tests for each full work shift. 3 Density tests will be performed in all placement areas. 4 The number of tests will be increased if inspection determines that soil types or moisture contents are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density 07/2006 02317-6 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES C At least three tests for moisture-density relationships will be initially performed for each type of backfill material in accordance with ASTM D 698 Additional moisture-density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity D If tests indicate work does not meet specified compaction requirements,recondition, re-compact, and retest at Contractor's expense. 3.08 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140- Contractor's Use of Premises. B In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.09 PROTECTION OF THE WORK A Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner B Prevent erosion at all times. Do not allow water to pond in excavations. C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 07/2006 02317-7 of 7 THERMOPLASTIC City of Pearland PAVEMENT MARKING Section 02582 THERMOPLASTIC PAVEMENT MARKING PART 1 GENERAL 1 01 SECTION INCLUDES A. Thermoplastic pavement markings. 1 02 UNIT PRICES A. Measurement for linear pavement markings is on a linear foot basis for each width,measured in place. B Measurement for words and symbols is on a lump sum basis for each word or symbol. C. Refer to Section 01025 — Measurement and Payment for unit price procedures. 103 SUBMITTALS A. Submittals shall conform to requirements of Section 01300—Submittals. B Each container shall be clearly marked to indicate the color, weight, Type of material,manufacturer's name and the lot/batch number PART 2 PRODUCTS A. Pavement markings are thermoplastic type marking materials that require heating to elevated temperatures for application. B Materials shall conform to TxDOT Specification Item 666 PART 3 EXECUTION 3.01 GENERAL A. Prepare pavement surfaces and install markings in accordance with manufacturer's recommendations and TxDOT specifications. B Accurately locate and install approved markings to conform to classes, colors, lengths, widths, and configurations indicated on Drawings. Page 1 of 2 THERMOPLASTIC City of Pearland PAVEMENT MARKING 3 02 PREPARATION A. Clean and repair surfaces to receive markups. Blast clean surfaces indicated on Drawings or where directed by the Engineer in accordance with requirements of Section 02581 Do not clean portland cement concrete pavements by grinding. 3 04 SURFACE INSTALLATION A. Test pavement surface for moisture content prior to application of markings. Place an approximate 2 square foot sheet of clear plastic or tar paper on road surface and hold in place for 20 minutes. Immediately inspect the sheet for build up of condensed moisture. If sufficient moisture has condensed to cause water to drip from sheet, do not apply markings. Repeat test as necessary until adequate moisture has evaporated from pavement to allow placement. B Observe manufacturer's recommended pavement and ambient air temperature requirements for application. If manufacturer has no temperature recommendations, do not install markings if pavement temperature is below 60 degrees F or above 120 degrees F C. Prime pavement surface and apply markings as recommended by manufacturer 3 05 FIELD QUALITY CONTROL A. Pavement markings shall present a neat, uniform appearance. B. Repair or replace improperly installed markers at Contractors expense. 3.06 CLEANING A. Keep project site free of unnecessary traffic hazards at all times. B Clean area upon completion of work and remove rubbish from work site. 3 07 WARRANTY A. Contractor shall warrant material and labor for a penod of twelve months from date of installation of markings Immediately upon notification, replace portions of pavement marking lines or legends that have lifted, shifted or spread, lost daytime color, or mghttime retro-reflectivity END OF SECTION Page 2 of 2 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES Section 02633 ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 1.0 GENERAL 1.01. SECTION INCLUDES A Adjusting elevation of manholes,inlets, and valve boxes to new grades. B References to Technical Specifications. 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 03300—Cast-in-Place Concrete 4 Section 02542—Concrete Manholes and Accessories 5 Section 02318—Excavation and Backfill for Utilities 6 Section 02910—Topsoil 7 Section 02921 —Hydromulch Seeding C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" 1.02 MEASUREMENT AND PAYMENT A Measurement for adjusting utility structures to grade is on a lump sum basis for 1 Adjusting manholes. 2. Adjusting inlets. 3 Adjusting valve boxes. B Refer to Section 01200-Measurement and Payment Procedures. C Make Submittals required by this Section under the provisions of Section 01350— Submittals. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A For cast in place concrete,refer to Section 03300—Cast-in-Place Concrete. B For precast concrete manhole sections and adjustment rings,refer to Section 02542— Concrete Manholes and Accessories. C For mortar mix, conform to requirements of ASTM C 270, Type S using Portland cement. 07/2006 02633-1 of 3 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 2.02 CAST IRON ADJUSTING RINGS A For cast iron adjusting rings, refer to Section 02542 — Concrete Manholes and Accessories. 2.03 PIPING MATERIALS A For riser pipes and fittings, refer to applicable piping materials specifications in Sections 02542—Concrete Manholes and Accessories. 3.0 EXECUTION 3.01 EXAMINATION A Examine existing structure,valve box,frame and cover or inlet box,frame and cover or inlet,and piping and connections for damage or defects that would affect adjustment to grade. Report such damage or defects to the Engineer 3.02 ESTABLISHING GRADE A Coordinate grade related items with existing grade and finished grade or paving,and relate to established bench mark or reference line. 3.03 ADJUSTING MANHOLES AND INLETS A Elevation of manhole or inlet can be raised using precast concrete rings or metal adjusting rings. Use Of brick for adjustment to grade is prohibited. Elevation of manhole or inlet can be lowered by removing existing masonry,adjusting rings or the top section of the barrel below the new elevation and then rebuilding or raising the elevation to the proper height. B Grout inside and outside adjusting ring joints. C Salvage and reuse cast iron frame and cover or grate. D Protect or block off manhole or inlet bottom using wood forms shaped to fit so that no debris or soil falls to the bottom during adjustment. E Set the cast iron frame for the manhole cover or grate in a full mortar bed and adjust to the established elevation. In streets, adjust covers to be flush to 1/8 inch above pavement. F Verify that manholes and inlets are free of visible leaks as a result of reconstruction. Repair leaks in a manner subject to the Engineer's approval. 3.04 ADJUSTING VALVE BOXES A If usable, salvage and reuse valve box and surrounding concrete block. 07/2006 02633-2 of 3 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES B Remove and replace 6 inch ductile iron riser pipe with suitable length for depth of cover required to establish the adjusted elevation to accommodate actual finish grade. C Reinstall in-kind adjustable valve box and riser piping plumbed in vertical position. Provide minimum 6 inches telescoping freeboard space between riser pipe top butt end and interior contact flange of valve box for vertical movement damping. D After valve box has been set, aligned, and adjusted so that top lid is level with final grade, pour a 24 inch by 24 inch by 8 inch thick concrete pad around valve box. Center valve box horizontally within concrete slab. 3.05 BACKFILL AND GRADING A Backfill the area of excavation surrounding each adjusted manhole, inlet, and valve box and compact according to requirements of Section 02318 — Excavation and Backfill for Utilities. B Grade the ground surface to drain away from each manhole and valve box. Place earth fill around manholes to the level of the upper rim of the manhole frame. Place earth fill around the valve'box concrete block. C In unpaved areas,grade surface at a uniform slope of 1 to 5 from the manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of Section 02910—Topsoil and seed in accordance with Section 02921—Hydromulch Seeding. END OF SECTION 07/2006 02633-3 of 3 CITY OF PEARLAND CONCRETE PAVEMENT Section 02751 CONCRETE PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Portland Cement Concrete Pavement for Concrete Streets,Driveways and Sidewalks; Joints and Curing Matenals. B References to Technical Specifications. 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals 3 Section 01450—Testing Laboratory Services C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 150, "Standard Specification for Portland Cement" b ASTM C 94, "Standard Specification for Ready-Mixed Concrete" c. ASTM C 33, "Standard Specification for Concrete Aggregates" d. ASTM C 131,"Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Lo Angeles Machine" e. ASTM C 136, "Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates" f. ASTM C 40, "Standard Test Method for Organic Impurities in Fine Aggregates for Concrete" g. ASTM C 260 h. ASTM C 494, "Standard Specification for Chemical Admixtures for Concrete" i. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" ASTM D 994,"Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)" k. ASTM D 1751,"Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction(Nonextrudmg and Resilient Bituminous Type) 1. ASTM D 6690, "Standard Specification for Joint and Crack Sealants, Hot-Applied,for Concrete and Asphaltic Pavements" m. ASTM C 39, "Standard Test Method for Compressive Strength of Concrete" n. ASTM C 31,"Standard Practice for Making and Curing Concrete Test Specimens in the Field" o ASTM C 143,"Standard Test Method for Slump of Hydraulic Cemen Concrete" 07/2006 02751 - 1 of 16 CITY OF PEARLAND CONCRETE PAVEMENT p ASTM C 138,"Standard Test Method for Density(Umt Weight),Yield, and Air Content(Gravimetric) of Concrete" q ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" r ASTM C 171,"Standard Specification for Sheet Materials for Curing Concrete" s. ASTM C 309,"Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete" t. ASTM C 42,"Standard Test Method for Obtaining and Testmg Drilled Cores and Sawed Beams of Concrete" 2. Texas Department of Transportation(TxDOT) a. Tex-406-A, "Material Finer than 75-um (No 200) Sieve in Mineral Aggregates (Decantation Test for Concrete Aggregates) b Tex-203-F,"Sand Equivalent Test" c. Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges,2004 Adoption 1) Item 438 "Cleaning and Sealing Joints and Cracks (Rigid Pavements and Bridge Decks)" 1.02 MEASUREMENT AND PAYMENT A Measurement for concrete paving is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Payment includes all labor and materials required for installation of concrete paving, joints and curing material,as indicated on Plans. C Refer to Section 01200—Measurement and Payment Procedures. D Refer to this Section,3.26"Noncomfornung Pavement"fot unit price adjustments for deficient thickness. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. Submittals shall conform to requirements of Section 01350-Submittals. B Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual compressive strength obtained from design mixes at required test ages. C Submit manufacturer's description and characteristics for mixing equipment,and for traveling form paver, if proposed for use, for approval. D Submit manufacturer's certificates giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer 07/2006 02751 -2 of 16 CITY OF PEARLAND CONCRETE PAVEMENT E Submit product data for joint sealing compound and proposed sealing equipment foi approval. F Submit samples of dowel cup,metal supports, and deformed metal strip for approval. 1.04 HANDLING AND STORAGE A Do not mix different classes of aggregate without written permission of the Engineer B Class of aggregate being used may be changed before or during Work with written permission of the Engineer New class shall comply with specifications C Segregated aggregate will be rejected. Before using aggregate whose particles are separated by size,mix them uniformly to grading requirements. D Aggregates mixed with dirt,weeds or foreign matter will be rejected. E Do not dump or store aggregate in roadbed. 2.0 PRODUCTS 2.01 MATERIALS A Portland Cement: 1 Sample and test cement to venfy compliance with Standards of ASTM C 150, Type I or Type III. 2. Bulk cement which meets referenced standards may be used if the method of handling is approved by the Engineer When using bulk cement, provide satisfactory weighing devices. B Water. Conform to requirements for water in ASTM C 94 C Coarse Aggregate Gravel or crushed stone, or combination thereof,which is clean, hard, durable, conforms to requirements of ASTM C 33, and has abrasion loss not more than 45 percent by weight when subjected to Los Angeles Abrasion Test(ASTM C 131) No pit run gravel will be allowed. 1 Maximum percentage by weight of deletenous substances shall not exceed following values PERCENT BY WEIGHT ITEM OF TOTAL SAMPLE MAXIMUM Clay lumps and friable particles. 3 0 Material finer than 75-p.m(No 200) sieve. Concrete subject to abrasion. 3 0* 07/2006 02751-3 of 16 CITY OF PEARLAND CONCRETE PAVEMENT All other concrete. 5 0* Coal and lignite. Where surface appearance of concrete is of 0 5 importance. All other concrete. 1 0 * In case of manufactured sand, if material finer than 75-µin(No 200) jieve consists of dust of fracture, essentially free from clay or shale, hese limits may be increased to 5 and 7 percent,respectively 2. Coarse aggregate(size 1 1/2 inch to No 4 sieve)shall conform to requirements of ASTM C 33 Gradation shall be within following limits when graded in accordance with ASTM C 136 SIEVE'DESIGNATION (PERCENTAGE BY WEIGHT) (SQUARE OPENINGS) Retained on.1 3/4 inch sieve 0 Retained on 1 1/2 inch sieve 0 to 5 Retained on 3/4 inch sieve 30 to 65 Retained on 3/8 inch sieve 70 to 90 Retained on No 4 sieve 95 to 100 Loss by Decantation Test *Method Tex-406-A 1 0 maximum * In case of aggregates made primarily from crushing of stone, if material finer than 200 sieve is dust of fracture essentially free from clay or shale as established by Part III of Tex-406-A,percent may be increased to 1 5 D Fine Aggregate Sand, manufactured sand, or combination thereof, composed of clean, hard, durable, uncoated grains, free from loams or other mjunous foreign matter Fine aggregate for concrete shall conform to requirements of ASTM C 33 Gradation shall be within following limits when graded in accordance with ASTM C 136 SIEVE DESIGNATION (PERCENTAGE BY WEIGHT) (SQUARE OPENINGS) Retained on 3/8 inch sieve 0 Retained on No 4 sieve 0 to 5 Retained on No 8 sieve 0 to 20 Retained on No 16 sieve 15 to 50 Retained on No 30 sieve 35 to 75 Retained on No 50 sieve 65 to 90 07/2006 02751 -4 of 16 CITY OF PEARLAND CONCRETE PAVEMENT Retained on No 100 sieve 90 to 100 Retamed on No 200 sieve 97 to 100 1 When subjected to color test for organic impurities (ASTM C 40), fine aggregate shall not show color darker than standard color Fine aggregate shall be subjected to Sand Equivalent Test(Tex-203-F) Sand equivalent value shall not be less than 80,unless higher value is shown on Plans. E Air Entraining Agent: Furnish an air entrammg agent conforming to requirements of ASTM C 260 F Water Reducer Water reducing admixture conforming to requirements of ASTM C 494 may be used if required to improve the workability of concrete. Amount and type of such admixture shall be subject to approval by the Engineer G Reinforcing Steel 1 Provide new billet steel manufactured by open hearth process and conforming to ASTM A 615, Grade 60 Store steel to protect it from mechanical injury and rust. At time of placement,steel shall be free from dirt, scale,rust,paint, oil or other injurious materials 2. Cold bend reinforcing steel to shapes shown. Once steel has been bent,it may not be rebent. 2.02 CONCRETE JOINTS A When allowed on the Plans,or with approval of the Engineer,Board Expansion Joint Matenal may be used. Filler board of selected stock. Use wood of density and type as follows 1 Clear,all-heart cypress weighing no more than 40 pounds per cubic foot,after being oven dried to constant weight. 2. Clear, all-heart redwood weighing no more than 30 pounds per cubic foot, after being oven dned to constant weight. 3 Use wood only when part of a load transmission device assembly B Unless specified otherwise, use Preformed Expansion Joint Material Bituminous fiber and bituminous mastic composition material conforming to ASTM D 994 and ASTM D 1751 C Joint Sealing Compound. 1 Hot poured rubber-asphalt compound meeting the requirements of ASTM D 6690 2. When indicated on Plans, self-leveling Low Modulas Silicone sealant single component meeting the requirements of TxDOT Specification 438 D Load Transmission Devices. 07/2006 02751 -5 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 1 Smooth, steel dowel bars conforming to ASTM A 615, Grade 60 When indicated on Plans,encase one end of dowel bar in approved cap having mside diameter 1/16 inch greater than diameter of dowel bar 2. Deformed steel tie bars conforming to ASTM A 615, Grade 60 E Metal Supports for Reinforcing Steel and Joint Assembly. Employ metal supports of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as directed by the Engineer 2.03 EQUIPMENT A Equipment: Conform to requirements of ASTM C 94 2.04 MIXING A Employ and pay certified testing laboratory to prepare mix designs. Compressive strength shall be as specified usmg test specimens prepared in accordance with ASTM C 31 and tested in accordance with ASTM C 39 Contractor shall determine and measure batch quantity of each ingredient,including all water for batch designs and all concrete produced for Work. Mix shall conform to these specifications and other requirements indicated on Plans. B Mix design to produce concrete which will have a minimum compressive strength of 2500 psi at 7days and 3 500 psi at 28 days. When high-early-strength cement is used, it shall reach a minimum compressive strength of 3500 psi at 7 days and 4000 at 28 days. Slump of concrete shall be at least 2 inch, but no more than 5 inches, when tested in accordance with ASTM C 143 1 Concrete pavement shall contain at least 5 1/2 sacks (94 pounds per sack) of cement per cubic yard,with not more than 6.5 gallons of water,net,per sack of cement (water cement ratio maximum 0.57) Cement content shall be determined in accordance with ASTM C 138 Addition of mineral filler may be used to improve workability or plasticity of concrete to limits specified. 2. Coarse dry aggregate shall not exceed 85 percent of loose volume of concrete. 3 Add air-entraining admixture to ensure uniform distribution of agent throughout batch. Base air content of freshly mixed air-entrained concrete upon trial mixes with materials to be used in Work, adjusted to produce concrete of required plasticity and workability Percentage of air entrainment in mix shall be 41/2 percent plus or minus 1 1/2 percent. Air content shall be determined by testing in accordance with ASTM C 231 4 Use retardant when temperature exceeds 90 degrees F Proportion shall be as recommended by manufacturer Use same brand as used for air-entraining agent. Add and batch material using same methods as used for air-entraimng agent. Accelerators will not be allowed unless approved by the Engineer 07/2006 02751 -6 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 2.05 COVER MATERIALS FOR CURING A Curing materials shall conform to one of following: 1 Polyethylene Film. Opaque pigmented white film conforming to requirements of ASTM C 171 2. Waterproofed Paper Paper conforming to requirements of ASTM C 171 3 Cotton Mats. Smgle layer of cotton filler completely enclosed in cover of cotton cloth. Mats shall contain not less than 3/4 of a pound of uniformly distributed cotton filler per square yard of mat. Cotton cloth used for covering matenals shall weigh not less than 6 ounces per square yard. Mats shall be stitched so that mat will contact surface of pavement at all points when saturated with water 4 Liquid Membrane-forming Compounds. Liquid membrane-forming compounds shall conform to ASTM C 309 Membrane shall restrict loss of water to not more than 0.55 kg/m2 of surface in 72 hours. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base is ready to support imposed loads and meets compaction requirements. B Verify lines and grades are correct. 3.02 PREPARATION A Properly prepare, shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. After forms have been set to proper grade and alignment, use subgrade planer to shape subgrade to its final cross section. Check contour of subgrade with template B Remove subgrade that will not support loaded form. Replace and compact subgrade to required density 3.03 EQUIPMENT A Alternate equipment and methods, other than those required by this article,may be used provided the Contractor demonstrates that equal, or better, results will be obtained. Maintain equipment for preparing subgrade and for finishing and compacting concrete in good working order Unless approved otherwise by the Engineer or the Plans, slip form paving methods shall be used. B Subgrade Planer and Template 1 Use subgrade planer with adjustable cutting blades to trim subgrade to exact section shown on Plans. Select planer mounted on visible rollers which rid on forms. Planer frame must have sufficient weight so that it will remain on form at all times,and have such strength and rigidity that,under tests made by 07/2006 02751-7 of 16 CITY OF PEARLAND CONCRETE PAVEMENT changing support from wheels to center,planer will not develop deflection of more than 1/8 inch. Tractors used to pull planer shall not produce ruts or indentations in subgrade. When slip form method of paving is used,operate subgrade planer on prepared track grade or have it controlled by electronic sensor system operated from string line to establish horizontal alignment and elevation of subbase. 2. Provide template for checking contour of subgrade. Template shall be long enough to rest upon side forms and have such strength and ngidity that,when supported at center, maximum deflection shall not exceed 1/8 inch. Fit template with accurately adjustable rods projecting downward at 1 foot intervals. Adjust these rods to gauge cross sections of slab bottom when template is resting on side forms C Machine Finisher Provide a power-driven,transverse finishing machine designed and operated to strike off and consolidate concrete. Machine shall have two screeds accurately adjusted to crown of pavement and with frame equipped to ride on forms. Use finishing machine with rubber tires if it operates on concrete pavement. D Hand Finishing• 1 Provide mechanical strike and tamping template 2 feet longer than width of pavement to be finished. Shape template to pavement section. 2. Provide two bridges to ride on forms and span pavement for finishing expansion and dummy joints. Provide floats and necessary edging and finishing tools. E Belt Finishing:While concrete is still workable,give surface final belting to produce a uniform surface of gritty texture. Perform belting with short rapid transverse strokes having sweeping longitudinal motion. F Vibrators Furnish mechanically operated synchronized vibrators mounted on tamping bar which rides on forms and hand-manipulated mechanical vibrators. Furnish vibrators with frequency of vibration to provide maximum consolidation of concrete without segregation. G Traveling Form Paver Approved traveling form paver may be used in lieu of construction methods employing forms, consolidating, finishing and floating equipment. Requirements of this specification for subgrade, pavement tolerances, pavement depth,alignments,consolidation,finishing and workmanship shall be met. If traveling form paver does not provide concrete paving that meets the compaction, finish and tolerances requirements of this specification, its use shall be immediately discontinued when so ordered by the Engineer and conventional methods shall be used. 1 Equip traveling paver with longitudinal transangular finishing float adjustable to crown and grade Float shall be long enough to extend across pavement to side forms or edge of slab 2. Insure that continuous deposit of concrete can be made at paver to minimize starting and stopping. Use conventional means of paving locations 07/2006 02751-8 of 16 CITY OF PEARLAND CONCRETE PAVEMENT inaccessible to travelmg paver, or having horizontal or vertical curvature that traveling paver cannot negotiate. 3 Where Plans require tie bars for adjacent paving,securely tie and support bars to prevent displacement. Tie bars may be installed with approved mechanical bar inserter mounted on traveling-form paver Replace any pavement in which tie bars assume final position other than that shown on Plans,unless corrective alternates are authorized in writing by the Engineer 3.04 FORMS A Side Forms. Use clean metal forms of approved shape and section. Preferred depth of form shall be equal to required edge thickness of pavement. Forms with depths greater or less than required edge thickness of pavement will be permitted, provided difference between form depth and edge thickness if not greater than 1 inch, and further provided that forms of depth less than pavement edge are brought to required edge thickness by securely attaching wood or metal strips to bottom of form, or by grouting under form. Bottom flange of form shall be same size as thickness of pavement. Aluminum forms are not allowed. All forms shall be approved by the Engineer Length of form sections shall be not less than 10 feet and each section shall provide for staking in position with not less than 3 pins. Flexible or curved forms of wood or metal of proper radius shall be used for curves of 200 foot radius or less. Forms shall have ample strength and shall be provided with adequate devices fa, secure setting so that when in-place they will withstand,without visible springing o settlement,impact and vibration of fmishmg machine. In no case shall base width be less than 8 inches for form 8 inches or more m height. Forms shall be free from warp, bends or kinks and shall be sufficiently true to provide reasonable straight edge on concrete. Top of each form section,when tested with straight edge, shall conform to requirements specified for surface of completed pavement. Provide sufficient forms for satisfactory placement of concrete. For short radius curves,forms less than 10 feet in length or curved forms may be used. For curb returns at street intersections and driveways, wood forms of good grade and quality may be used. B Form Setting- Rest forms directly on subgrade. Do not shun with pebbles or dirt. Accurately set forms to required grade and alignment and, during entire operation of placing,compacting and finishing of concrete,do not deviate from this grade and alignment more than 1/8 inch in 10 feet of length. Do not remove forms for at least 8 hours after completion of finishing operations. Provide supply of forms that will be adequate for orderly and continuous placing of concrete. Set forms and check grade for at least 300 feet ahead of mixer or as approved by the Engineer 2 Adjacent slabs may be used instead of forms,provided that concrete is well protected from possible damage by finishing equipment. These adjacent slabs shall not be used for forms until concrete has aged at least 7 days. 07/2006 02751-9 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3 05 REINFORCING STEEL AND JOINT ASSEMBLIES A Accurately place reinforcing steel and joint assembhes and position them securely as indicated on Plans. Wire reinforcing bars securely together at intersections and splices Bars and.coatings shall be free of rust, dirt or other foreign matter when concrete is placed. Place all reinforcing steel and secure to chairs All reinforcing steel must be positively supported before pour begins. B Place pavement joint assemblies at required locations and elevations, and rigidly secure all parts in required positions. Install dowel bars accurately in joint assemblies as shown,each parallel to pavement surface and to center line of pavement. Rigidly secure in required position to prevent displacement during placing and finishing of concrete. Accurately cut header boards,joint filler and other material used for forming joints to receive each dowel bar Drill dowels into existing pavement, secure with epoxy,and provide paving headers, as required,to provide rigid pavement sections. 3.06 PLACEMENT A Place concrete only in rain-free days when air temperature taken in shade and away from artificial heat is above 35 degrees F and rising. Concrete shall not be placed when temperature is below 40 degrees F and falling. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooking of aggregates and mixing water, using ice or placing at night,as necessary to maintam concrete temperature, as placed,below 90 degrees F B Place concrete within 60 minutes of mixing. Remove and dispose of concrete not placed within this period. C Concrete slump during placement shall be 2 to 5 inches,except when using traveling- form paver slump shall be a maximum of 3 inches. D Deposit concrete rapidly and continuously on subgrade or subbase in successive batches. Distribute concrete to required depth and for entire width of placement in manner that will require as little rehandling as possible. Where hand spreading is necessary, distribute concrete with shovels or by other approved methods. Use only concrete rakes in handhng concrete. At end of day or in case of unavoidable interruption of more than 30 minutes, place transverse construction joint at point of stopping work. Remove and replace sections less than 10 feet long E Take special care in placing and spading concrete against forms and at longitudinal and transverse joints to prevent honeycombing. Voids in edge of finished pavement will be cause for rejection. 07/2006 02751 - 10 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.07 COMPACTION A Consolidate the concrete using mechanical vibrators as specified herem. Extend a vibratory unit across the pavement,not quite touching side forms. Space individual vibrators at close enough intervals to vibrate•.and consolidate entire width of pavement uniformly Mount mechanical vibrators to avoid contact with forms,reinforcement, transverse or longitudinal joints. B Furnish enough hand-manipulated mechanical vibrators for proper consolidation of concrete along forms,at joints and in areas not covered by mechanically controlled vibrators. Stand-by operational vibrator is required before start of pour 3.08 FINISHING A Finish concrete pavement with power-driven transverse finishing machines or by hand finishing methods. 1 Use transverse finishing machine to make at least two trips over each area. Make last trip contmuous run of not less than 40 feet. After transverse screeding, use hand-operated longitudinal float to test and level surface to required grade. 2. Hand finish with mechanical strike and tamping template as wide as pavement to be finished. Shape template to pavement section. Move strike templat- forward in direction of placement, maintaining slight excess of material n front of cutting edge. Make at least two trips over each area. Screed pavement surface to required section. Work screed with combined transverse and longitudinal motion in direction work is progressing. Maintain screed in contact with forms. Use longitudinal float to level surface. B On narrow strips and transitions,finish concrete pavement by hand. Thoroughly work concrete around reinforcement and embedded fixtures. Strike off concrete with strike- off screed. Move strike-off screed forward with combined transverse and longitudinal motion in direction work is progressing,maintaining screed in contact with forms,and maintaining slight excess of materials in front of cutting edge. Tamp concrete with tamping template Use longitudinal float to level surface C While concrete is still workable, give surface final belting to produce a uniform surface of gritty texture. Perform belting with short rapid transverse strokes having sweeping longitudinal motion. 3.09 JOINTS AND JOINT SEALING A When new work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement. B If the limit of removal of existing concrete or asphaltic pavement does not fall oar existing joint, saw cut existing pavement minimum of 1 1/2 inches deep to proved_ straight, smooth joint surface without chipping, spalling or cracks. 07/2006 02751 -11 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.10 CONSTRUCTION JOINTS A Place transverse construction joint wherever concrete placement must be stopped for more than 30 minutes. Place longitudinal construction joints at interior edges of pavement lanes using No 5 deformed tie bars,30 inches long and spaced 18 inches on centers. 3.11 EXPANSION JOINTS A Place 3/4 inch expansion j cants at locations shown on Plans. Use no filler shorter than 6 feet. When pavement is 24 feet or narrower, use not more than 2 lengths of filler Secure pieces to form straight joint. Shape filler accurately to cross section of concrete slab Use load transmission devices of type and size shown on Plans Seal with joint sealing compound. 3.12 CONTRACTION JOINTS A Place contraction joints at same locations as in adjacent pavement or at spaces indicated on Plans. Maximum spacing of contraction/construction joints,20 feet. Seal groove with joint sealing compound. 3.13 LONGITUDINAL WEAKENED PLANE JOINTS A Place longitudinal weakened plane joints at spaces indicated on Plans. Seal groove with joint sealing compound. 314 SAWED JOINTS A Contractor may use sawed joints as an alternate to contraction and weakened plane joints. Circular cutter shall be capable of cutting straight line groove minimum of 1/2 inch wide.Depth shall be one quarter of pavement thickness plus 1/2 inch. Commence sawing as soon as concrete has hardened sufficiently to permit cutting without chipping, spoiling or tearmg and prior to imtiation of cracks. Once sawing has commenced, it shall be continued until completed. Make saw cut with one pass. Complete sawing within 24 hours of concrete placement. Saw joints at required spacing consecutively in sequence of concrete placement. B Concrete Saw Provide sawing equipment adequate in power to complete sawing to required dimensions and within required time Provide at least one standby saw in good working order Maintain an ample supply of saw blades at work site at all times during sawing operations. Sawing equipment shall be on job at all times during concrete placement. 315 JOINTS FOR CURB,AND CURB AND GUTTER A Place 3/4 inch preformed expansion joints through curb and gutters at locations of expansion and contraction joints in pavement; at end of radius returns at street 07/2006 02751- 12 of 16 CITY OF PEARLAND CONCRETE PAVEMENT intersections and driveways, and at curb inlets. Maximum spacing shall be 60 foci_ centers. 3.16 JOINTS FOR CONCRETE SIDEWALKS A Provide 3/4 inch expansion joints conforming to ASTM A 1751 along and across sidewalk at back of curbs,at intersections with driveways,steps,and walls;and across walk at intervals not to exceed 36 feet. Provide expansion joint material conforming to ASTM D 994 for small radius curves and around fire hydrants and utility poles. Extend the expansion joint material full depth of the slab Reinforcing bars shall extend 10 inches beyond the expansion]oint and then shall be wrapped with building paper,or approved sleeves,so that the 10 inches shall not be bonded to the concrete. 3.17 JOINTS FOR CONCRETE DRIVEWAYS A Provide 3/4 inch expansion joints conforming to ASTM D 1751 across•driveway in line with street face of sidewalks, at existing concrete driveways, and along intersections with sidewalks and other structures. Extend expansion Joint material full depth of slab Where dowels are used,wrap or sleeve one end. 3 18 JOINT SEALING A Seal joints only when surface and joints are dry, ambient temperature is above 5 degrees F but less than 85 degrees F, and weather is not foggy or rainy B Joint sealing equipment shall be in first-class working condition,and be approved by the Engineer Use concrete grooving machine or power-operated wire brush and other equipment such as plow,brooms,brushes, blowers or hydro or abrasive cleaning as required to produce satisfactory joints. C Clean joints of loose scale,dirt,dust and curing compound. Term J oint includes wide joint spaces, expansion joints, dummy groove joints or cracks, either preformed or natural. Remove loose material from concrete surfaces adjacent to joints. D Fill joints neatly with joint sealer to depth shown. Pour sufficient joint sealer into Joints so that, upon completion, surface of sealer within joint will be 1/4 inch below level of adjacent surface or at elevation as directed. 3.19 CONCRETE CURING A Concrete pavement shall be cured by protecting it against loss of moisture for period of not less than 72 hours immediately upon completion of finishing operations. Do not use membrane curing for concrete pavement to be overlaid by asphaltic concrete. B Where curing requires use of water,curing shall have prior right to all water supply or supplies Failure to provide sufficient cover material shall be cause for immedial. suspension of concreting operations. 07/2006 02751-13 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.20 POLYETHYLENE FILM CURING A Immediately after finishing surface, and after concrete has taken its initial set,apply water in the form of a fine spray Cover surface with polyethylene film so film will remain in intimate contact with surface during specified curing period. B Cover entire surface and both edges of pavement slab Joints in film sheets shall overlap minimum of 12 inches. Immediately repair tears or holes occurring during curing period by placing acceptable moisture-proof patches or by replacing. 3.21 WATERPROOFED PAPER CURING A Immediately after finishing surface, and after concrete has taken its initial set, apply water in form of fine spray Cover surface with waterproofed paper so paper will remain m intimate contact with surface during specified curmg period. B Prepare waterproofed paper to form blankets of sufficient width to cover entire surface and both edges of pavement slab, and not be more than 60 feet in length. Joints in blankets caused by joining paper sheets shall lap not less than 5 inches and shall be securely sealed with asphalt cement having melting point of approximately 180 degrees F Place blankets to secure an overlap of at least 12 inches Tears or holes appearing in paper during curing period shall be immediately repaired by cementing patches over defects. 3.22 COTTON MAT CURING A Immediately after finishing surface, and after concrete has taken its initial set, completely cover surface with cotton mats,thoroughly saturated before application,in such manner that they will contact surface of pavement equally at all points. B Mats shall remain on pavement for specified curing period. Keep mats saturated so that,when lightly compressed,water will drip freely from them. Keep banked earth or cotton mat covering edges saturated. 3.23 LIQUID MEMBRANE-FORMING COMPOUNDS A Immediately after finishing surface, and after concrete has taken its initial set,apply liquid membrane-forming compound in accordance with manufacturer's instructions. 3.24 TOLERANCES A Test entire surface before initial set and correct irregularities or undulations. Bring surface within requirements of following test and then finish. Place 10 foot straightedge parallel to center of roadway to bridge any depressions and touch all high spots. Do not permit ordinates measured from face of straight edge to surface of pavement to exceed 1/16 inch per foot from nearest point of contact. Maximum ordinate with 10 foot straightedge shall not exceed 1/8 inch. Grind spots in excess of 07/2006 02751-14 of 16 CITY OF PEARLAND CONCRETE PAVEMENT requirements of this paragraph to meet surface test requirements. Restore texture b, grooving concrete to meet surface finishing specifications. 3.25 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 —Testing Laboratory Services. B Test Specimens: Four test specimen cylinders for compressive strength tests will be made for each 150 cubic yards or less of pavement that is placed in one day Two specimens will be tested at 7 days. For failed 7-day tests, remaining two specimens will be tested at 28 days. Specimens will be made, cured and tested in accordance with ASTM C 31 and ASTM C 39 C Yield test will be made in accordance with ASTM C 138 for cement content per cubic yard of concrete. If such cement content is found to be less than that specified per cubic yard, reduce batch weights until amount of cement per cubic yard of concrete conforms to requirements. D At the Engineer's direction a mimmum of one 4-mch core may be taken at random locations per 1,000 feet per lane or 500 square yards of pavement to measure in-place depth. Each core may be tested for 28 day compressive strength according to methods of ASTM C 42. The 28 day compressive strength of each core tested shall be minimum of 3000 pounds per square inch. E Contractor may,at his own expense,request three additional cores in vicinity of cores indicating nonconforming in-place depths. In-place depth at these locations shall be the average of depth of four cores. F Fill cores and density test sections with new concrete paving or non shrink grout. 3.26 NONCONFORMING PAVEMENT A Remove and replace areas of pavement found by cores to be deficient in thickness by more than 10 percent, or that fail compressive strength tests, with new concrete pavement of thickness shown on Plans at no cost to the Owner B Areas of concrete pavement found by cores to be deficient in thickness by less than 10 percent shall be remedied at the Owner's direction by one of the following methods. 1 Remove and replace using new concrete pavement of thickness shown on Plans and m accordance with the requirements of this Section at no cost to Owner 2. Reduce the Umt Price by the ratio of the average thickness (as determined by cores) to the thickness required. C No adjustments will be made for excess thickness. 07/2006 02751- 15 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.27 PAVEMENT MARKINGS A Restore pavement markings to match those existing m accordance with City of Pearland Standard Details and the Engineer's requirements 3.28 PROTECTION A Barricade pavement section from use until concrete has attamed minimum design strength. B On those sections of pavement to be opened to traffic,seal joints,clean pavement and place earth against pavement edges before permitting use by traffic. Such opening of pavement to traffic shall not relieve Contractor from his responsibility for Work. C Maintain concrete paving in good condition until completion of Work. D Repair defects by replacing concrete to full depth. END OF SECTION 07/2006 02751- 16 of 16 CITY OF PEARLAND CURB,CURB & GUTTER,AND HEADERS Section 02770 CURB, CURB &GUTTER,AND HEADERS 1.0 GENERAL 1.01 SECTION INCLUDES A Reinforced concrete curb, reinforced monolithic concrete curb and gutter, and mountable curb B Paving headers and railroad headers poured monolithically with concrete base or pavement. C References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 02751 —Concrete Pavement 4 Section 02335—Subgrade 5 Section 02710—Base Course for Pavement 1.02 MEASUREMENT AND PAYMENT A Measurement for curbs and for curbs and gutter is on linear foot basis measured along face of curb B Measurement for headers is on linear foot basis measured between lips of gutters adjacent to concrete base and measured between backs of curbs adjacent to concrete pavement. C No separate payment will be made for curbs poured monolithically with concrete pavement. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit details of proposed formwork for approval. C Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual flexural strength obtained from design mixes at required test ages. D Submit manufacturer's certifications giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer 07/2006 02770-1 of 4 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS 2.0 PRODUCTS 2.01 MATERIALS A Concrete: Conform to matenal and proportion requirements for concrete of Section 02751 —Concrete Pavement. B Reinforcing Steel. Conform to material requirements for reinforcing steel of Section 02751—Concrete Pavement. C Grout: Nonmetallic, nonshrink grout containing no chloride producing agents conforming to the following requirements. Compressive strength at 7 days 3,500 psi Compressive strength at 28 days 8,000 psi Initial set time 45 minutes Final set time 1.5 hours D Preformed Expansion Joint Material. Conform to matenal requirements for preformed expansion joint material of Section 02751 —Concrete Pavement. E Joint Sealing Compound. Conform to matenal requirements of Section 02751 — Concrete Pavement. F Mortar Mortar finish composed of one part Portland cement and 11/2 parts of fine aggregate. Use only when approved by the Engineer 3.0 EXECUTION 3.01 PREPARATION A Prepare subgrade or base in accordance with applicable portions of Section 02335 — Subgrade or Section 02710—Base Course for Pavement. 3.02 PLACEMENT A Guideline. Set to follow top line of curb. Attach indicator to provide constant comparison between top of curb and guideline. Insure flow lines for monolithic curb and gutters conform to slopes indicated on Plans. B Forms- Brace sufficiently to maintain position during pour Use metal templates cut to section shown on Plans. C Reinforcement: Secure in proper position so that steel will remain in place throughout placement. 07/2006 02770-2 of 4 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS D Joints: Place in accordance with Section 02751—Concrete Pavement. Place dummy groove joints at 6-foot centers at right angles to curb lines. Cut dummy grooves 1/4 inch deep using an approved edging tool. E Place concrete in forms to required depth. Consolidate thoroughly Do not permit rock pockets in form. Entirely cover top surfaces with mortar 3.03 MANUAL FINISHING A After concrete is in place,remove front curb forms. Form exposed portions of curb, and of curb and gutter,using mule which conforms to curb shape,as shown on Plans. B Thin coat of mortar may be worked into exposed face of curb using mule and two- handled wooden darby at least 3 feet long. C Before applying final finish move 10 foot straightedge across gutter and up curb to back form of curb. Repeat until curb and gutter are true to grade and section. Lap straightedge every 5 feet. D Steel trowel finish surfaces to smooth, even finish. Make face of finished curb true and straight. E Edge outer edge of gutter with 1/4-inch edger Finish edges with tool having 1/4 inch radius. F Finish visible surfaces and edges of finished curb and gutter free from blemishes,form marks and tool marks. Finished curb or curb and gutter shall have uniform color, shape and appearance. 3.04 MECHANICAL FINISHING A Mechanical curb forming and finishing machines may be used instead of, or in conjunction with,previously described methods,if approved by the Engineer Use of mechanical methods shall provide specified curb design and fimsh. 3.05 CURING A Immediately after finishing operations, cure exposed surfaces of curbs and gutters in accordance with Section 02751 —Concrete Pavement. 3.06 TOLERANCES A Top surfaces of curb and gutter shall have uniform width and shall be free from humps,sags or other irregularities. Surfaces of curb top,curb face and gutter shall not vary more than 1/8 inch from edge of a 10-foot long straightedge laid along them, except at grade changes. 3.07 PROTECTION OF THE WORK A Maintain curbs and gutters in good condition until completion of Work. 07/2006 02770-3of4 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS B Replace damaged curbs and gutters to comply with this Section. END OF SECTION 07/2006 02770-4 of 4 CITY OF PEARLAND TOPSOIL Section 02910 TOPSOIL 1.0 GENERAL 1.01 SECTION INCLUDES A Furnishing and placing topsoil for finish grading and for seeding, sodding, and planting. B References to Technical Specifications 1 Section 01200 -Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 01500—Temporary Facihties and Controls 5 Section 02200—Site Preparation 6. Section 01140—Contractor's Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for topsoil under this Section. Include cost in Bid Items for which topsoil is a component. B If topsoil is included as a Bid Item, measurement will be based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit product quality,material sources, and field quality information m accordance with this Section. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract m conformance with the practices described in Section 01500—Temporary Facilities and. Controls. 07/2006 02910- 1 of 3 CITY OF PEARLAND TOPSOIL 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil shall be fertile, friable, natural sandy loam surface soil obtained from excavation or borrow operations having the following characteristics: 1 pH value of between 5.5 and 6.5 2. Liquid limit: topsoil not exceed 50 3 Plasticity mdex. 10 or less. 4 Gradation. maximum of 40 percent with a passing the#280 sieve. B Topsoil shall be reasonably free of subsoil,clay lumps,weeds,non-soil materials and other litter or contamination. Topsoil shall not contain roots,stumps,and stones larger than 2 inches. C Obtain topsoil from the top material from naturally well drained areas where topsoil occurs at a mimmum depth of 4 inches and has similar characteristics to that found at the placement site. Do not obtain topsoil from areas infected with a growth of, or reproductive parts of nut grass or other noxious weeds. 3.0 EXECUTION 3.01 EXAMINATION A Verify that excavation and embankment operations have been completed to correct lines and grades. 3.02 TOPSOIL STRIPPING AND SOTCKPILING A Conform to topsoil stripping and stockpiling-requirements of Section 02200— Site Preparation. 3.03 PLACEMENT A Contractor shall conduct erosion control practices described in Section 01566-Source Controls for Erosion and Sedimentation during topsoil placement operations. B For areas to be seeded or sodded, scarify or plow existing surface material to a minimum depth of 4 inches,or as indicated on the Plans. Remove any vegetation and foreign inorganic material. Place 4 inches of topsoil on the loosened material and roll lightly with an appropriate lawn roller to consolidate the topsoil. C Increase depth of topsoil to 6 inches when placed over cement stabilized sand used as bedding and backfill material. D For areas to receive bushes or trees,excavate existing material and place topsoil to the depth and dimensions shown on the Plans. 07/2006 02910-2 of 3 CITY OF PEARLAND TOPSOIL E Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil m accordance with requirements of Section 01140 — Contractor's Use of Premises. 3.04 PROTECTION OF THE WORK A Protect and maintain topsoil until a vegetative cover is established. B Repair areas damaged by Contractor's operations at no cost to Owner END OF SECTION 07/2006 02910-3 of 3 CITY OF PEARLAND SODDING Section 02922 SODDING 1.0 GENERAL 1.01 SECTION INCLUDES A Sodding areas of residential lawns disturbed during construction and not paved or designated to be paved,or as indicated on Plans. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Controls 4 Section 02910—Topsoil 5 Section 02255—Bedding,Backfill, and Embankment Materials 6. Section 01140—Contractor's Use of Premises C Definitions: 1 Lawn- ground covered with fine textured grass kept neatly mowed. 2. Sod-blocks, squares, strips of turf grass, and adhering soil used for vegetative planting. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for utility or paving. B If sodding is mcluded as a Bid Item,measurement will be based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures C No payment shall be made for sodding of restoration areas disturbed by Contractor outside the limits of construction. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit material sources and product quality information in accordance with this Section. C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law 07/2006 02922- 1 of 4 CITY OF PEARLAND SODDING 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Topsoil. Conform to material requirements of Section 02910—Topsoil. B Bank Sand. Conform to material requirements of Section 02255—Bedding,Backfill, and Embankment Materials. C Fertihzer Available nutrient percentage by weight: 12 percent nitrogen, 4 percent phosphoric acid, and 8 percent potash, or 15 percent nitrogen, 5 percent phosphoric acid, and 10 percent potash. D Weed and Insect Treatment: Provide acceptable treatment to protect sod from weed and insect infestation. Submit treatment method to the Engineer for approval. All insect and disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas E Water Potable, available on-site through Contractor's water trucks. Do not use private resident's water 2.02 SOD A Species Bermuda (Cynodon Dactylon), Buffalo (Buchloe Dactyloides), or St. Augustine to match existmg or as directed. B Contents. 95 percent permanent grass suitable to climate in which it is to be placed, not more than 5 percent weeds and undesirable grasses; good texture, free from obnoxious grasses, roots, stones and foreign materials. C Size: 12 inch wide strips,uniform in thickness(2 inch minimum with clean-cut edges. D Sod is to be supplied and maintained in a healthy condition as evidenced by the grass being a normal, green color 3.0 EXECUTION 3.01 PREPARATION A Do not start work until conditions are satisfactory Do not start work during inclement or impending inclement weather Perform Sodding only when weather and soil conditions are deemed by Engineer to be suitable for proper placement. 07/2006 02922-2 of 4 CITY_OF PEARLAND SODDING B After the areas to receive sod are brought to grade, rake out any foreign organic or inorganic material, including stones, hard clay lumps and other debris. C Level with Bank Sand or Topsoil, as approved by the Engineer D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches. E Place and compact topsoil in accordance with requirements of Section 02910 — Topsoil. Top soil shall be free of weeds and foreign material immediately before sodding. F Spread 2-inch (±1")layer of Bank Sand over prepared topsoil. G Prior to placing sod,rake areas smooth,free from unsightly variations,bumps,ridges, or depressions, and completely free from stones,hard clay lumps and other debris. Ii Apply fertilizer at a rate of 25 lbs/1000 SF Apply after raking soil surface and not more than 48 hours prior to laying sod. Mix thoroughly into upper 2 inches of soil. Lightly water to aid in dissipation of fertilizer 3.02 APPLICATION A Lay sod with closely fitted joints leaving no voids and with ends of sod strips staggered. Sod shall be laid within 24 hours of harvesting. B After sod is laid, irrigate thoroughly to secure 6-inch minimum penetration into soil below sod. C Tamp and roll sod with approved equipment to eliminate minor irregularities and to form close contact with soil bed immediately after plantmg and watering. Submit type of tamping and rolling equipment to be used to the Engineer for approval, prior to construction. 3.03 MAINTENANCE A Maintenance Period. 1 Begin maintenance immediately after each section of grass sod is installed and continue for a 30-day penod from date of Substantial Completion. 2. Re-sod unacceptable areas. 3 Water, fertilize, control disease and insect pests, mow, edge,replace unacceptable materials, and perform other procedures consistent with good horticultural practice to ensure normal, vigorous and healthy growth. All disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas. 4 Notify Engineer 10 days before end of maintenance period for inspection. B Watering: 1 Water lawn areas once a day with minimum 1/2 inch water for the first 3 weeks after area is sodded. 07/2006 02922-3 of 4 CITY OF PEARLAND SODDING 2. After 3-week period, water twice a week with 3/4 inch of water each time unless comparable amount has been provided by rain. 3 Make weekly inspections to determine moisture content of soil unless soil is in frozen condition. 4 Water in the morning to enable soil to absorb maximum amount of water with minimum evaporation. C Mowing: 1 Mow sod at intervals which will keep grass height from exceeding 3-1/2 inches. 2. Set mower blades at 2-1/2 inches. 3 Do not remove more than one-half of grass leaf surface. 4 Sodded areas requiring mowing within 1 month after installation, shall be mowed with a light-weight rotary type mower The sod shall be mowed only when dry and not in a saturated or soft condition. 5 Remove grass clippings during or immediately after mowing. D Fertilizer and Pest Control. 1 Evenly spread fertilizer composite at a rate of 40 pounds per 5,000 square feet or as recommended by manufacturer Fertilizer shall not be placed until 2 weeks after placement of sod. 2. Restore bare or thin areas by topdressing with a mix of 50 percent sharp sand and 50 percent sphagnum peat moss. 3 Apply mixture 1/4 to 1/2 inch thick. 4 Treat areas of heavy weed and insect infestation as recommended by treatment manufacturer 3.04 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140- Contractor's Use of Premises. 3.05 PROTECTION OF THE WORK A Protect and maintain sod in good condition until 30 days after Substantial Completion. B Replace sod damaged by Contractor's operations at no cost to Owner END OF SECTION 07/2006 02922-4 of 4 CITY OF PEARLAND PAVEMENT REPAIR Section 02980 PAVEMENT REPAIR 1.0 GENERAL 1.01 SECTION INCLUDES A Repairing streets,highways,driveways,sidewalks,and other pavements that have been cut, broken, or otherwise damaged during construction. B Repairing areas of failed paving in preparation for resurfacing. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Controls 4 Section 02335—Subgrade 5 Section 02710—Base Course for Pavement 6 Section 02330—Embankment 7 Section 01140—Contractor's Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for pavement repair under this section. Include cost in Bid Items for which this Work is a component. B If pavement repair is included as a Bid Item,measurement is on a square yard basis. as follows 1 Trench width plus 48 inches for utilities. 2. Trench width plus 10 feet for structures 3 As marked in field for failed paving. C If provisions of this Section, 3 O1D, require the hmits of pavement repairs to be increased, then the payment limits shall be increased to the same extent. D No payment will be made for work outside payment limits, in areas that are not specifically called out as pay items and are incidental to the work or in areas removed for Contractor's convenience. E Refer to Section 01200-Measurement and Payment Procedures. 1.03 SUBMITTALS A Make submittals required by this section under the provisions of Section 01350 — Submittals. 05/2008 02980- 1 of 3 CITY OF PEARLAND PAVEMENT REPAIR 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls 2.0 PRODUCTS 2.01 MATERIALS A Provide materials of the same character as existing materials encountered in a cross section of the area to be repaired, or as approved by the Engineer B Subgrade: Provide on site soil stabilized with lime, lime fly ash, etc., as required by the testing laboratory under the provisions of Section 02335—Subgrade. C Base. Provide new base material as required by applicable portions of Section 02710— Base Course for Pavement. D Pavement: Provide new paving materials as required by Technical Specifications of applicable surface course treatments. 3.0 EXECUTION 3.01 EXAMINATION A Verify backfill is complete before repairing pavement over installed utilities or structures. B Verify remaining subgrade is ready to support imposed loads before repairing areas of failed paving. 3.02 PREPARATION A For installation of utilities and utility appurtenances, saw cut and remove pavement (including base material for asphalt paving)24 inches beyond the width of excavation, unless otherwise indicated on Plans B For installation of structures, saw cut and remove pavement(including base material for asphalt paving) 5 feet beyond the width of excavation,unless otherwise indicated on Plans. C For repair of areas of failed paving, saw cut and remove pavement (including base matenal for asphalt paving) where indicated in the field or as directed by Engineer Remove subgrade that is soft and yielding, or to depth as directed by Engineer D If removed pavement is greater than one-half of pavement lane width, or within 18 inches of a longitudinal joint, on concrete pavement, replace pavement for full lane width or to nearest longitudinal joint as approved by the Engineer 05/2008 02980-2 of 3 CITY OF PEARLAND PAVEMENT REPAIR E Protect edges of existing pavement to remain from damage during removals, utility placement,backfill,and paving operations. For concrete pavement,leave and protect minimum of 18 inches of undisturbed subgrade on each side of trench to support replacement slab 3.03 EXAMINATION : A Verify backfill is complete before repairing pavement over installed utilities or structures B Verify remaining subgrade is ready to support imposed loads before repairing areas of failed paving. 3.04 INSTALLATION A Replace subgrade with material specified in this Section, 2.O1B Place and compact under the provisions of Section 02330—Embankment for areas under future paving to match lines and grade of surrounding subgrade. B Replace base course with matenal specified in this Section,2.01C. Place and compact under the provisions of Section 02710—Base Course for Pavement to match lines and grade of surrounding base course. C Replace pavement with material specified in this Section,2.O1D,and according to the Technical Specifications of the particular surface course treatment so that a smooth, hard, well cemented surface, conforming to the lines and grade of the surround pavement is secured D For concrete pavement, install size and length of reinforcing steel and pavement thickness indicated on Plans. Place types and spacing of joints to match existing or as indicated on Plans. E Where existing pavement consists of concrete pavement with asphaltic surfacing, resurface with minimum 2-inch depth asphaltic pavement. F Repair state highway crossings in accordance with highway department permit and within 1 week after utility work is installed. 3.05 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises 3.06 PROTECTION OF THE WORK A Protect and maintain all pavement in good condition until completion of Work. B Replace pavement damaged by Contractor's operations at no cost to Owner END OF SECTION 05/2008 02980-3 of 3 CITY OF PEARLAND BLAST CLEANING OF PAVEMENT Section 02981 BLAST CLEANING OF PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Removal of existing pavement markings. B Preparation of pavement surfaces for new pavement markings. C References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 1.02 MEASUREMENT AND PAYMENT A Measurement for blast cleaning of lines is on a linear foot basis for each width, measured and complete in place. B Measurement for blast cleaning of symbols and legends is on a square foot basis, measured and complete in place. C Payment includes all labor and materials required to complete blast cleaning where indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit description and characteristics of proposed blasting medium and equipment for approval. 2.0 PRODUCTS 2.01 MATERIALS A Blasting Media.Approved quality commercial product capable of producing specified surface cleanliness without deposition of deleterious materials on cleaned pavement surface. Do not use high silica content sand that may result in high levels of free crystalline silica dust particles as a blasting agent. 2.02 EQUIPMENT A Equipment shall be power driven and of sufficient capacity to clean the pavement _ surface to specified cleanliness. Equipment shall utilize moisture and oil traps of 07/2006 02981- 1 of 2 CITY OF PEARLAND BLAST CLEANING OF PAVEMENT sufficient capacity to remove contaminants from the air and prevent deposition of moisture, oil or other contaminants on the pavement surface. 3.0 EXECUTION 3.01 REMOVAL OF EXISTING MARKINGS A Remove pavement markings where necessary to prevent driver confusion, or where indicated on drawings. Included are areas where it will be necessary for drivers to cross existing markings which they would not normally cross. Remove or obliterate markings to the satisfaction of the Engineer Do not damage pavement surface. 3.02 CLEANING FOR PLACEMENT OF MARKERS A Remove old pavement markings,loose material,and other contaminants deleterious to the adhesion of new pavement markings to be placed. On Portland cement concrete pavement, minimize over-blasting to prevent damage to pavement surface. Small particles of tightly adhenng existing pavement markings may remain if complete removal will result in pavement surface damage. B Follow manufacturer's wntten instructions for proper cleaning of pavement surfaces to receive pavement marking. END OF SECTION 07/2006 02981-2 of 2 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 3 TECHNICAL SPECIFICATIONS DIVISION 3 CONCRETE 07/2006 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Section 03301) .,"/', CAST-IN-PLACE U o ►. TE ", . 1.0 GrtR RAL / ,•' �(o i. INCLUDES 1.01 SEC O_ IN L , ,,. A : iu -place concre -buil ing frame me o.- s,floo sg A . as 'oundation walls, an. c.q orted slabs, aults,m. _o bes an•l vudi ells, . . yi B Cast- place concrete wo -r fora_,:.,4, co asrlr''ion or reh. o tation,such as slabs on grade,s 'I aults, 1 a-calt.ases fop ecast units,cast. .lace manholes,including headwalls s.misc J lane ma's sma, ctures. , ;r C Floors and sl: cQn :':41e. D Concrete seal slag, ,,, E Control, and expan 'o .nd contraction joi, • -vices associated with concrete work, mcludmg jomt sealan tom\ F Design, construction, er-Ist.a and re, s�l of structural concrete formwork. G Equipment pads, light pole •.< < tr. blocks. \ .1/ H References to Technical Speci itigiiu ons. 1 Section 01200 -Me. r44 o and Payment itr 2. Section 01350 - Su• , y, als 3 Section 01310.-Co' 4mahon . .• Meetings 4 Section 03600- ���ctural Gro x5 5 Section 03310,i g ,ti ctural Concr Section 0310 01 oncrete Formwo%\ 7 Section 01 4 9 Inspection Services '1, 8. Section 0 4 h I —Testing Laboratory Se es I Reference St. , • .�'ds 1 Ame4 I Concrete Institute(ACT) 2. ' •Igii an Society for Testing and Matenals(A 71.4 3 , -r� ete Reinforcing Steel Institute(CRSI) 4 , ,/lencan Welding Society(AWS) 5 lire Reinforcement Institute(WRI) \t 6 G o. rak4; d a � tiaj z s s 1.02 UNIT P° 'ES A 3i easurement for cast-in-place concrete is on lump-sum basis for each aforementioned item as bid. Payment includes related work performed on these items in accordance with related sections of these Technical Specifications. 07/2006 03300- 1 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE t?!�,' B Measurer t.for extra cast-in-place concrete is on cubic-yard basis. Payment includes, 'a, related w k'Oftsrmed in accordance with related sections. C Refer to S ction Ol#2Od Measurement and Payment for.• ., price procedures. 1.03 DEFIINI NS A i,.i:C'& ,,.9%, Iie ,.,,,,„, , 4...., ... ,,,, A, A `,. Ho {Weate Any combination o£high air temperature, low relative humidity and Iri ; w veloart, j endin to impair quality of fres4ti ardened concrete or otherwise resulting in a`b ormal p-operti s. -' B Cold Weather. Peri�pd when,for moi c than 2successive days,mean daily temperature is below 40 degrees'E' . $ '� i1}.S id 1.04 SUBMITTALS '•(i' . 4ia.r A Submittals shall conform to the requirements of Section 01350—Submittals. B Shop Drawmgs ; ,P.; 1 Submit Shop Drawmgs detaihng reinforcement fabrication, bar replacement location, splices, spacing; bar designation, bar type, length, size, bending, number of bars,bar stiOort type, and other pertinent information, including dimensions. Provide{sufficient detail for placement of reinforcement without use of Plans. Jnforniation shall correspond directly to data hsted on bill of materials. •,.,:`.. ,v 2 Use of reproductions of Plans by Contractor,Subcontractor,erector,fabncator or material supplier in preparation of Shop Drawings(or in lieu of preparation of Shop Drawings) signifies acceptance by that party of information shown thereon as4orrect,and acceptance of obligation to pay for any job expense,real or implied;arising due to errors that may occur thereon. Remove references to DesimEngmeer, including seals, when reproductions of Plans are used as Shod rDrawings. 3 Detail Shop Drawings in accordance with,;;,7 ,:.Y .7: 4 Submit Shop Drawings showing location of proposed additional construction j omts,and obtain approval of the Engineer,prior to submitting remforcmg steel r, - Shop Drawings. C ;Bill of Materials Submit with Shop Drawmgs. D _W. Product Data. ., ,,, 1 Mechanical Bar Splices. Submit manufacturer's technical literature,including ,. specifications and installation instructions. ^i, ac ,�'f� 2. Epoxy grout proposed for anchoring remforcuig`dowels to hardened concrete. Submit manufacturer's technical literature mcluditi grecommended installation procedures. ;- : 3 Provide data on joint devices, attachment accessone�nd admixtures. E Certificates. 07/2006 03300-2 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 1 Submit steel manufacturer's certificates of mill tests giving properties of steel proposed for use. List of manufacturer's test number,heat number,chemical analysis, yield point, tensile strength, and percentage of elongation. Identify proposed location of steel in work. 2. Foreign-manufactured reinforcing bars shall be tested for conformance to ASTM requirements by a certified independent testing laboratory located in Umted States. Certification from any other source is not acceptable. Submit test reports for review Do not begin fabrication of reinforcement until material has been approved. 1.05 PROJECT RECORD DOCUMENTS A Sul .,�:e1 p o o. ee-( fix © lb r 1 . B Accurately record actual locations of embedded utilities and components which are concealed from View 1.06 QUALITY ASSURANCE A Perform Work in accordance with ACI 301-99 Specifications for Structural Concrete- IP B Acquire cement and aggregate from same source for all work. C Conform appropriately to ACI 305R-99:Hot Weather Concreting or ACI 306R.1- 90:Standard Specification for Cold Weather Concreting. 1.07 COORDINATION A Coordinate Work under provisions of Section 01310—Coordination and Meetings. B Coordinate the placement of joint devices with erection of concrete formwork and placement of form accessories. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A Cement: ASTM - C150, Type I - Normal Portland Type II - Moderate Sulphate resistance Portland type. C Use coarse limestone aggregate and crushed limestone for fine aggregate. The product of concrete alkalinity(A,as equivalent calcium carbonate)times the thickness of cover over the reinforcing steel(Z, in inches) shall not be less than 0 54,i.e. concrete shall have an AZ factor greater than or equal to 0 54 Provide a minimum concrete cover of 2" over reinforcing steel on the inside of the structures. D Water Clean and not detrimental to concrete. 07/2006 03300-3 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2.02 ADMIXTURES Ap ��r, -y�• sue. t �.-..... n�. �.f p:...».xe M- Berra a � ad °' ies � � sed pen eAnc� ;sz 1 e '+ o - K r t ^99.!.fa4H aC1M6• 2.03 ACCESSORIES A Bonding Agent: Two component modified epoxy resin. B Vapor Barrier. 6 mil clear polyethylene film type recommended for below grade application. C Non-Shenk Grout: Premixed compound consisting of non-metallic aggregate,cement, water reducing and plasticizing agents, capable of developing minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days. 2.04 JOINT DEVICES AND FILLER MATERIALS A o '�r9 e P 8 4_'e ongex a ®: IIy evil 9� ec©teeT §' 2.05 CONCRETE MIX A Mix and deliver concrete in accordance with ASTM - C94, Alternative No 3 A mimmum of 5 75 bags of cement per cubic yard of concrete shall be used. For Concrete in Contact with sewage use Portland Type II, ASTM-C150, Cement. B Provide concrete to the following cntena. 1 Compressive Strength 7 days 2400 psi 2. Compressive Strength 28 days 4000 psi 3 Slump 3 to 4 inches for concrete cast against earth in slabs and footings and where used as a topping. 5 to 6 inches for concrete in supported slabs,beams, columns and walls. 4 Maximum Water/Cement Ratio 0.50 C Use accelerating admixtures m cold weather only when approved by Engineer Use of admixtures will not relax cold weather placement requirements. D Use set retarding admixtures dunng hot weather only when approved by Engineer E Add air entraining agent to normal weight concrete mix for work exposed to temperature lower than 40 degrees F Air content shall be 3 percent maximum for concrete with trowel finished surfaces and 3-5 percent for other concrete. 07/2006 03300-4 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2.06 FORM MATERIAL A Smooth Forms. New plywood, metal, plastic, tempered concrete-form hardboard, dressed lumber faced with plywood or lining, or metal-framed plywood-faced panel matenal,to provide continuous,,straight,smooth surfaces. Form matenal shall be free of raised grain, torn surfaces, worn edges, patches, dents or other defects. Furnish material in largest practical sizes to minimize number of joints and,when indicated on Plans,conform to joint system indicated. Fonn matenal shall have sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. B Rough Forms. Plywood, metal, dressed or undressed lumber free of knots, splits or other defects, or other matenal acceptable to the Engineer of sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. D WO;:: 13.fq 7s0 E Edge Forms and Intermediate Screed Strips. Type and strength compatible with the screed equipment and methods used. F Plastic Forms One-piece forms for domes,beams and pan joists. Single lengths for columns not exceeding height of 7'-6" For columns over 7'-6",use 7'-6"sections and filler sections as needed. To facilitate removal of pan joist forms, taper sides 1 inch per foot. G Metal Pan Joist Forms Removable type; fabricated of minimum 14-gage steel, one piece between end closures. Adjustable forms not allowed. Taper sides 1 inch per foot to facilitate removal. H Earth Cuts for Forms. 1 Use earth cuts for fomung unexposed sides of grade beams cast monolithically with slabs on grade. 2. Where sides of excavations are stable enough to prevent caving or sloughmg, following surfaces may be cast against neat-cut excavations. a. Sides of footings. b Inside face of perimeter grade beams not monohthic with slab on grade. When inside face is cast against earth, increase beam width indicated on Plans by 1 inch. c. Both faces of intenor grade beams not monolithic with slab on grade. When grade beam is cast against earth,increase beam width indicated on Plans by 2 inches. I Corrugated Fiberboard Carton Forms 1 Corrugated fiberboard carton forms, when called for, are intended to form a void space beneath pile-supported and pier-supported slabs and other structural elements as shown. 07/2006 03300-5 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2. Provide products of a reputable manufacturer regularly engaged in commercial production of double-faced corrugated fiberboard carton forms,constructed of waterproof paper and laminated with waterproof adhesive. 3 Fiberboard forms Capable of supporting required dead load plus construction loads,and designed to lose their strength upon prolonged contact with moisture and soil bacteria. 4 Seal cuts and ends of each form section by dipping in waterproof wax,unless liners and flutes are completely impregnated with waterproofing. 5 Size forms as indicated on Plans. Assemble as recommended by manufacturer, either with steel banding at 4'-0" maximum on centers, or, where liners and flutes are impregnated with waterproofing,with adequate staphng. 3 Circular Forms 1 Form round-section members with paper or fiber tubes, constructed of lammated plies using water-resistant adhesive with wax-impregnated extenor for weather and moisture protection. Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation. Provide manufacturer's seamless umts to nummize spiral gaps and seams. 2. Fiberglass or steel forms may be used for round-section members. K Shores Wood or adjustable metal,with beanng plates,with double wedges at lower end. L Form Ties. 1 Use commercially-manufactured ties, hangers and other accessories for embedding in concrete. Do not use wire not commercially fabncated for use as a form accessory 2. Fabncate ties so ends or end fasteners can be removed without causing spalhng of concrete faces. Depth from formed concrete face to the embedded portion. At least 1 inch, or twice the minimum dimension of tie,whichever is greater 3 Provide waterstop feature for form ties used on liquid-containing structures and on concrete walls which will have earth backfill on one side. 4 Removable ties Taper ties may be used when approved by the Engineer In the hole left by the removal of the taper tie, insert a preformed neoprene or polyurethane plug sized to seat at the center of the wall. M Form Coating: Commercial formulation of form oil or form-release agent having proven satisfactory performance. Coating shall not bond with, stain or otherwise adversely affect concrete surfaces, or impair their subsequent treatment, including application of bonding agents, cunng compounds, paint, protective liners and membrane waterproofing. N Coating for Plastic Forms Alkali-resistant gel-coat. 0 Chamfer Stnps Unless otherwise indicated on Plans,provide 3/4 inch chamfer strips m corners of forms to produce beveled edges where required by this Section, 3 0 "Execution" 07/2006 03300-6 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE P Form Gaskets Polyethylene rod, closed cell, 1-inch diameter 2.07 DESIGN OF FORMWORK A Conform to _, g: � and building codes, unless more restrictive requirements are specified or shown on Plans. Contractor shall design and engineer concrete formwork, including shoring and bracing. Design formwork for applicable gravity loads,lateral pressure,wind loads and allowable stresses. Camber formwork to compensate for anticipated deflection during placement of concrete required to maintain specified tolerances. Design formwork to be readily removed without impact, shock or damage to concrete surfaces and adjacent materials. B Slip Forming: Permitted on written approval of the Engineer Contractor shall demonstrate suitability of method proposed. 2.08 REINFORCING MATERIAL A Reinforcing Bars Deformed bars conforming to ASTM-A615,grade as indicated on Plans, except column spirals and those shown on Plans to be smooth bars. Where grade is not shown on Plans, use Grade 60 B Smooth Bars Where indicated on Plans, use smooth bars conforming to ASTM- A36, ASTM-A615, Grade 60; or ASTM-A675, Grade 70 C Column Spirals. Bars conforming to ASTM-A615,Grade 60,or wire conforming to ASTM-A82. D Epoxy-Coated Deformed Bars,Column Spirals and Smooth Bars Conform to ASTM -A775/A775M. E Welded Wire Fabric 1 Welded Smooth Wire Fabric Conform to ASTM -A185 2. Welded Deformed Wire Fabric Conform to ASTM-A497 3 Provide wire size, type and spacing as shown. Where type is not shown on Plans, use welded smooth wire fabric. 4 Furnish welded wire fabric in flat sheets only F Tie Wire: 16-1/2 gage or heavier annealed steel wire. Use plastic-coated tie wire with epoxy-coated reinforcing steel. G Bar Supports Provide chairs. Use bar supports and accessories of sizes required to provide required concrete cover Where concrete surfaces are exposed to weather, water or wastewater,provide plastic accessones only;do not use galvanized or plastic- tipped metal in such locations. Provide metal bar supports and accessories rated Class 1 or 2 conforming to CRSI Manual of Standard Practice. Use epoxy-coated bar supports with epoxy-coated reinforcing bars. 07/2006 03300-7 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE H Slabs on Grade: Provide chairs with sheet metal bases or provide precast concrete bai supports 3 inches wide, 6 inches long, and thick enough to allow required cover Embed tie wires in 3-mch by 6-inch side. Mechanical Bar Splices 1 Conform to ACI 318-05.Building Code Requirements for Structural Concrete and Commentary;use where indicated on Plans. a. Compression splices shall develop ultimate stress of reinforcing bar b Tension splices shall develop 125 percent of minimum yield point stress of reinforcing bar 2. Regardless of chemical composition of steel,any heat effect shall not adversely affect performance of reinforcing bar J Welded Splices. 1 Provide welded splices where shown and where approved by the Engmeer Welded splices of reinforcing steel shall develop a tensile strength exceeding 125 percent of the yield strength of the reinforcing bars connected. 2. Provide matenals for welded splices conforming to AWS D1 4— Structural Welding Code-Reinforcing Steel. K Epoxy Grout: High-strength rigid epoxy adhesive,conforming to ASTM-C881,Type IV, manufactured for purpose of anchoring dowels into hardened concrete and the moisture condition, application temperature and orientation of the hole to be filled. Unless otherwise shown, depth of embedment shall be as required to develop the full tensile strength(125 percent of yield strength)of dowel,but not less than 12 diameters. 2.09 FABRICATION OF REINFORCING A Bending: Fabricate bars to shapes indicated on Plans by cold bending. Bends shall conform to minimum bend diameters specified in ACI 318-05.Buildmg Code Requirements for Structural Concrete and Commentary Do not straighten or rebend bars. Fabricate epoxy-coated reinforcing steel to required shapes in a manner that will not damage epoxy coating. Repair any epoxy coating with patching material conforming to Item 4 4 of ASTM-A775/A775M. B Splices 1 Locate splices as indicated on Plans. Do not locate splices at other locations without approval of the Engineer Use minimum number of splices located at points of mnumum stress. Stagger splices in adjacent bars. 2. Length of lap splices As shown on Plans. 3 Prepare ends of bars at mechanical splices in accordance with splice manufacturer's requirements. C Construction Joints Unless otherwise shown, continue reinforcing through construction joints. D Bar Fabrication Tolerances Conform to tolerances listed in ACI 315,Figures 4 and 5 07/2006 03300-8 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE E Standard Hooks Conform to the requirements of ACI 318-05.Building Code Requirements for Structural Concrete and Commentary F Marking:Clearly mark bars with waterproof tags showing number of bars,size,mark, length, and yield strength. Mark steel with same designation as member in which it occurs. 2.10 FINISHING MATERIALS A Sealer/Dustproofer (VOC Compliant) Water-based acrylic sealer; non-yellowing under ultraviolet light after 200-hour test in accordance with ASTM - D4587 Conform to local, state and federal solvent emission requirements. B Epoxy Floor Topping• Two-component epoxy resin meeting ASTM-C881 Type III, resistant to wear,staining and chemical attack,blended with gramte,sand,trap rock or quartz aggregate, trowel-applied over concrete floor Toppmg thickness shall be 1/8 inch. Color shall be gray C Abrasive Aggregate for Nonshp Finish. Fused aluminum oxide gnt,or crushed emery aggregate containing not less than 40 percent aluminum oxide and not less than 25 percent ferric oxide. Matenal shall be factory graded, packaged, rustproof and nonglazmg, and unaffected by freezing,moisture and cleaning matenals. D Epoxy Penetrating Sealer Low-viscosity,two-component epoxy system designed to give maximum penetration into concrete surfaces. Sealer shall completely seal concrete surfaces from penetration of water, oil and chemicals; prevent dusting and detenoration of concrete surfaces caused by heavy traffic;and be capable of adhenng to floor surfaces subject to hydrostatic pressure from below Color shall be transparent amber or gray Surface shall be non-shp E Latex Bonding Agent: Non-redispersable latex base liquid conforming to ASTM - C1059 When used in water and wastewater treatment structures,bonding agent shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. F Bonding Grout: Prepare bonding grout by mixing approximately one part cement to one part fine sand meeting ASTM- C144 but with 100 percent passing No 30 mesh sieve Mix with water to consistency of thick cream. At Contractor's option, a commercially-prepared bonding agent used in accordance with manufacturer's recommendations and instructions may be used. When used m water and wastewater treatment structures, bonding agent shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. Submit manufacturer's technical information on proposed bonding agent. G Patching Mortar 1 Make patching mortar of same materials and of approximately same proportions as concrete, except omit coarse aggregate. Substitute white Portland cement for part of.gray Portland cement on exposed concrete in order to match color of surrounding concrete. Determine color by malnng tnal patch. 07/2006 03300-9 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Use minimum amount of mixing water required for handling and placing. Mix patching mortar in advance and allow to stand. Mix frequently with trowel until it has reached stiffest consistency that will permit placing. Do not add water 2. Proprietary compounds for adhesion or specially formulated cementitious repair mortars may be used in lieu of or in addition to foregoing patching materials provided that properties of bond and compressive strength meet or exceed the foregoing and color of surrounding concrete can be matched where required. Use such compounds according to manufacturer's recommendations. When used in water and wastewater treatment structures, matenal shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. H Epoxy Adhesive Two-component, 100 percent solids, 100 percent reactive compound developing 100 percent of strength of concrete, suitable for use on dry or damp surfaces. Epoxy used to inject cracks and as a binder in epoxy mortar shall meet ASTM-C881,Type VI. Epoxy used as a bonding agent for fresh concrete shall meet ASTM -C881, Type V I Non-shrink Grout: See Section 03600 -Structural Grout. J Spray-Applied Coating: Acceptable products are Thoro System Products"Thoroseal Plaster Mix" or approved equal. Color Gray K Concrete Topping: . concrete with 3/8-mch maximum coarse aggregate size,as specified in this Section. L Concrete Fill. �h ".concrete with 3/8-inch maximum coarse aggregate size,6,lass where fill thickness exceeds 3 inches throughout a placement), as specified in Section 03310 - Structural Concrete. M Evaporation Retardant: Confilm, manufactured by Master Builders, Eucobar, manufactured by Euclid Chemical Company; or equal. 2.11 CONCRETE CURING MATERIALS A Membrane-forming Cunng Compound. Conform to ASTM - C309, Type 1D, and following requirements. 1 Minimum solids content: 30 percent. 2. Compound shall not permanently discolor concrete. When used for liquid- containing structures, curing compound shall be white-pigmented. 3 When used in areas that are to be coated, or that will receive toppmg or floor covering,material shall not reduce bond of coating,toppmg,or floor covenng to concrete. Curing compound manufacturer's technical information shall state conditions under which compound will not prevent bond. 4 Conform to local, state and federal solvent emission requirements. B Clear Curing and Sealing Compound(VOC Compliant) Conform to ASTM-C309, Type 1,Class B,and the following requirements 30 percent solids content muumum, 07/2006 03300- 10 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE non-yellowing under ultraviolet light after 500-hour test in accordance with ASTM- D4587 Sodium silicate compounds are not permitted. Conform to local, state and federal solvent emission requirements. C Sheet Matenal for Curing Concrete- ASTM- C171,waterproof paper,polyethylene film or white burlap-polyethylene sheeting. D Curing Mats(for use m Cunng Method 2) Heavy shag rugs or carpets,or cotton mats quilted at 4 inches on center; 12 ounce per square yard minimum weight when dry E Water for curing: Clean and potable. 3.0 EXECUTION 3.01 EXAMINATION A Verify requirements for concrete cover over remforcement. B Verify that anchors, seats,plates,reinforcement and other items to be cast mto concrete are accurately placed, positioned securely, and will not cause hardship in placing concrete. 3.02 PREPARATION A Prepare previously placed concrete by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions. B In locations where new concrete is dowelled to existing work, drill holes m existing concrete,insert steel dowels and pack solid with non-shrink grout. 3.03 PREPARATION OF SURFACES FOR CONCRETING A Earth Surfaces 1 Under interior slabs on grade,install vapor bamer Lap joints at least 6 inches and seal watertight with tape,or sealant applied between overlapping edges and ends. Repair vapor bamer damaged during placement of reinforcing and inserts with vapor barrier material,lap over damaged areas at least 6 inches and seal watertight. 2. Other Earth Surfaces: Thoroughly wet by sprinkling pnor to placing concrete, and keep moist by frequent sprinkling up to time of placing concrete thereon. Remove standing water Surfaces shall be free from standing water,mud and debns at the time of placing concrete. B Construction Joints. 1 Definition. Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been interrupted` so that, in the judgment of the Engineer,new concrete cannot be incorporated integrally with that previously placed. 07/2006 03300- 11 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2. Interruptions. When placing of concrete is to be interrupted long enough fox the concrete to take a set,use forms or other means to shape the working face to secure proper union with subsequent work. Make construction joints only where acceptable to the Engineer 3 Preparation. Give horizontal joint surfaces a compacted,roughened surface for good bond. Except where the Plans call for joint surfaces to be coated, clean joint surfaces of laitance, loose or defective concrete and foreign material by hydroblastmg or sandblasting(exposing aggregate),roughen surface to expose aggregate to a depth of at least 114 inch and wash thoroughly Remove standing water from the construction joint surface before new concrete is placed. 4 After surfaces have been prepared cover approximately horizontal construction joints with a 3-inch lift of a grout mix consisting of_ concrete batched without coarse aggregate; place and spread grout uniformly Place wall concrete on the grout mix immediately thereafter C Set and secure reinforcement, anchor bolts, sleeves, inserts and similar embedded items in the forms where indicated on Plans,Shop Drawings and as otherwise required. Obtain the Engineer's acceptance before concrete is placed. Accuracy ofplacement is the sole responsibihty of the Contractor D Place no concrete until at least 4 hours after formwork, inserts, embedded items, reinforcement and surface preparation have been completed and accepted by the Engineer Clean surfaces of forms and embedded items that have become encrusted with grout or previously-placed concrete before placing adjacent concrete. E Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age),thoroughly clean and roughen the surface of the old concrete by hydro-blasting or sandblasting (exposing aggregate) Coat joint surface with epoxy bonding agent following manufacturer's wntten instructions,unless indicated otherwise. Unless noted otherwise,this provision does not apply to vertical wall joints where waterstop is installed. F Protection from Water Place no concrete in any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carried out of the forms,clear of the work. Deposit no concrete underwater Do not allow still water to rise on any concrete until concrete has attained its initial set. Do not allow water to flow over the surface of any concrete in a manner and at a velocity that will damage the surface finish of the concrete. Pumping,dewatenng and other necessary operations for removing ground water,if required, are subject to the Engineer's review G Corrosion Protection. Position and support pipe, conduit, dowels and other ferrous items to be embedded in concrete construction pnor to placement of concrete so there is at least a 2 inch clearance between them and any part of the concrete reinforcement. Do not secure such items m position by wiring or welding them to the reinforcement. H Where practicable, provide for openings for pipes, inserts for pipe hangers and brackets, and setting of anchors during placing of concrete 07/2006 03300- 12 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Accurately set anchor bolts and maintain in position with templates while they are being embedded in concrete. • J Cleaning: Immediately before concrete is placed,thoroughly clean dirt,grease,grout, mortar,loose scale,rust and other foreign substances from surfaces ofinetalwork to be in contact with concrete. 3.04 FORMWORK INSTALLATION A Formwork Construction 1 Construct and mamtam formwork so that it will maintain correct sizes of members,shape,alignment,elevation and position during concrete placement and until concrete has gained sufficient strength. Provide for required openings, offsets, smkages, keyways, recesses, moldings, anchorages, and inserts. 2. Construct forms for easy removal without damage to concrete surfaces. 3 Make formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt Jomts and provide backup material at joints as required to prevent leakage and fins Provide gaskets for wall forms to prevent concrete paste leakage at their base. 4 Place chamfer strips in forms to bevel edges and corners permanently exposed to view,except top edges of walls,and slabs which are indicated on Plans to be tooled. Do not bevel edges of formed joints and interior corners unless indicated on Plans. Form beveled edges for vertical and horizontal corners of equipment bases. Unless otherwise mdicated on Plans,make bevels 3/4 inch wide. 5 Provide temporary openings at bases of column and wall forms and other points as required for observation and cleaning immediately before concrete is placed. 6 Where runways are required for moving equipment, support runways directly on the formwork or structural members. Do not allow runways or supports to rest on reinforcing steel. 7 Use smooth forms on formed concrete surfaces required to have smooth form fimsh or rubbed finish. 8 Rough forms maybe used on formed concrete surfaces indicated to have rough form finish. B Forms for Surfaces Requiring Smooth Form Finish. 1 Drill forms to suit ties used and to prevent leakage of concrete mortar around tie holes. Uniformly space form ties and align in horizontal and vertical rows. Install taper ties,if used,with the large end on the wet face of the wall. 2. Provide sharp, clean corners at intersecting planes, without visible edges or offsets. Back up Joints with extra studs or girts to maintain true, square intersections. 3 Form molding shapes,recesses and projections with smooth-finish matenals and install in forms with sealed joints to prevent displacement. 4 Form exposed corners of beams and columns to produce square,smooth,solid, unbroken lines. 07/2006 03300- 13 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 5 Provide exterior exposed edges with 3/4-inch chamfer or 3/4-mch radius. 6 Arrange facing material m orderly and symmetrical fashion. Keep number of joints to practical minimum. Support facing material adequately to prevent deflection in excess of allowable tolerances. 7 For flush surfaces exposed to view in completed structure,overlap previously- placed hardened concrete with form sheathing by approximately 1 inch. Hold forms against hardened concrete to mamtam true surfaces,preventing offsets or loss of mortar C Forms for Surfaces Requiring Rubbed Fimsh. Provide forms as specified in this Section, 3 04B "Forms for Surfaces Requmng Smooth Form Fimsh" Use smooth plywood hnmgs or forms, in as large sheets as practicable, and with smooth, even edges and close joints. D Edge Forms and Screed Strips for Slabs Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in finished slab surface. Provide and secure supports for types of screeds required. E Circular Forms Set forms in one piece for full height of member F Surfaces to Receive Membrane Waterproofing: Coordinate surface finish, anchors, reglets, and similar requirements with membrane waterproofing applicator G Fireproofing Steel Member Construct forms to provide not less than the concrete thickness necessary,measured from face of steel member,to provide the required fire rating. Forms for concealed surfaces may be unlined. H Tolerances 1 Unless noted otherwise on Plans,construct formwork so concrete surfaces will conform to tolerance limits listed in Tables 03100A and 03100B at end of this Section. 2. Establish sufficient control points and bench marks as references for tolerance checks. Maintain these references in undisturbed condition until final completion and acceptance of the Work. Adjustment of Formwork: 1 Use wedges or jacks to provide positive adjustment of shores and struts. After final inspection and before concrete placement,fasten in position wedges used for final adjustment of forms. 2. Brace forms securely against lateral deflections. Prepare to compensate for settlmg during concrete placement. 3 For wall openings,construct wood forms that facilitate necessary loosening to counteract swelling of forms. J Corrugated Fiberboard Carton Forms. 1 Place on smooth firm bed of suitable matenal to prevent vertical displacement; set tight to prevent honzontal displacement. Exercise care to avoid bucklmg of forms. Install in accordance with manufacturer's directions and recommendations. 07/2006 03300- 14 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2. Fit carton forms tightly around piles and piers, completely fill the space between subgrade and concrete placement with carton forms to form a void space. 3 Protect carton forms from moisture and maintain in a dry condition until concrete is placed on them. If they become wet before placement of concrete, allow them'to dry and carefully inspect for strength before concrete is placed. 4 Before concrete placement,replace damaged or deteriorated forms which are incapable of supporting concrete dead load plus construction live loads. 3 05 PREPARATION OF FORM SURFACES A Clean surfaces of forms and embedded materials before placing concrete. Remove accumulated mortar, grout,rust and other foreign matter B Coat forms for exposed or painted concrete surfaces with form oil or form-release agent before placing reinforcement. Cover form surfaces with coating material in accordance with manufacturer's printed instructions. Do not allow excess coating material to accumulate in forms or to contact hardened concrete agamst which fresh concrete will be placed. Remove coating material from reinforcement before placing concrete. C Forms for unexposed surfaces, other than retained-in-place metal forms,may be wet with water immediately before concrete placement in lieu of coating. When possibility of freezing temperatures exists,however,the use of coating is mandatory 3.06 INSTALLATION OF REINFORCEMENT A Placement Tolerances. Place remforcement within tolerances of Table 03210A at the end of this Section. Bend tie wire away from forms to maintain the specified concrete coverage. B Interferences Maintain 2-inch clearance from embedded items. Where reinforcing interferes with location of other remforcmg steel,conduit or embedded items,bars may be moved within specified tolerances or one bar diameter,whichever is greater Where greater movement of bars is required to avoid mterference,notify the Engineer. Do not cut reinforcement to install mserts, conduit, mechanical openings or other items without approval of the Engineer C Concrete Cover Provide clear cover measured from reinforcement to face of concrete as listed in Table 03210B at the end of this Section, unless otherwise indicated on Plans. D Placement in Forms Use spacers,chairs,wire ties and other accessory items necessary to assemble,space,and support reinforcing properly Provide accessones of sufficient number, size and strength to prevent deflection or displacement of reinforcement due to construction loads or concrete placement. Use appropriate accessories to position and support bolts, anchors and other embedded items. Tie reinforcing bars at each intersection,and to accessones. Blocking reinforcement with concrete or masonry is prohibited. 07/2006 03300-15 of33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE E Placement for Concrete on Ground. Supportbar and wire reinforcement on chairs with sheet metal bases or precast concrete blocks spaced at approximately 3 feet on centers each way Use minimum of one support for each 9 square feet. Tie supports to remforcmg bars and wires. F Vertical Reinforcement in Columns. Offset verticalbars by at least one bar diameter at splices. Provide accurate templates for column dowels to ensure proper placement. G Splices 1 Do not splice bars, except at locations indicated on Plans or reviewed Shop Drawings,without approval of the Engineer 2. La. S slices Unless otherwise shown or noted,:' - s = , confomung to Kti aF of�. `}.e t ' . Tie securely with wire pnor to concrete placement,to prevent displacement of splices during concrete placement. 3 Mechanical Bar Sphces. Use only where indicated on Plans or approved by the Engineer Install in accordance with manufacturer's instructions. a. Couplers located at a joint face shall be of a type which can be set either flush or recessed from the face as shown. Seal couplers pnor to concrete placement to completely eliminate concrete or cement paste from entering. b Couplers intended for future connections Recess 1/2 inch minimum from concrete surface. After concrete is placed,plug coupler and fill recess with sealant to prevent contact with water or other corrosive matenals. c Unless noted otherwise, match mechanical coupler spacing and capacity to that shown for the adjacent remforcmg. H Construction Joints Place reinforcing continuous through construction jomts,unless noted otherwise. Welded Wire Fabric Install wire fabric,in as long lengths as practicable. Unless otherwise indicated on Plans,lap adjoining pieces at least 6 inches or one full mesh plus 2 inches, whichever is larger Lace splices with wire. Do not make end laps midway between supporting beams, or directly over beams of continuous structures. Offset end laps in adjacent widths to prevent continuous laps. Conform to i ® C 1 rvt80ar0�um 44 61 e tr .9, ,. J Field Bending: Shape remforcmg bent dunng construction operations to conform to Plans. Bars shall be cold-bent; do not heat bars. Closely inspect remforcmg for breaks. When reinforcing is damaged, replace, Cadweld, or otherwise repair, as directed by the Engineer Do not bend reinforcement after it is embedded in concrete. K Epoxy-coated Reinforcing Steel. Install in accordance this Section, 3 06J "Field Bendmg",and in a manner that will not damage epoxy coating. Repair damaged epoxy rt coating with patching material as specified in 3`gm_ A,.r L Field Cutting: Cut reinforcing bars by shearing or sawing. Do not cut bars with cutting torch. 07/2006 03300-16 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE M Welding of reinforcing bars is prohibited,except where shown on Plans. 3 07 GROUTING OF REINFORCING AND DOWEL BARS A Use epoxy grout for anchoring reinforcing and dowel steel to existing concrete in. accordance with epoxy manufacturer's instructions. Drill hole not more than 1/4 inch larger than steel bar diameter(including height of deformations for deformed bars)in existing concrete. Just before installation of steel,blow hole clean of all debris using compressed air Partially fill hole with epoxy,using enough epoxy so when steel bar is inserted, epoxy grout will completely fill hole around bar Dip end of steel bar in epoxy and twist bar while inserting into partially-filled hole. TABLE s �A REINFORCEMENT PLACEMENT TOLERANCES Placement Tolerances (in inches) Clear Distance- To formed soffit: -1/4 To other formed surfaces ±1/4 Minimum spacing between bars -1/4 Clear distance from unformed surface to top reinforcement- Members 8 inches deep or less ±1/4 Members more than 8 inches deep but less than 24 inches deep -1/4,+1/2 Members 24 inches deep or greater -1/4,+1 Uniform spacing of bars (but the required number of bars shall not reduced) ±2 Uniform spacing of stirrups and ties (but the required number of stirrups and ties shall not be reduced) ±1 Longitudinal locations of bends and ends of reinforcement- General. ±2 Discontinuous ends of members ±1/2 Length of bar laps. -1 1/2 Embedded length- For bar sizes No 3 through 11 -1 For bar sizes No 14 and 18 -2 07/2006 03300- 17 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE TABLE MINIMUM CONCRETE COVER FOR REINFORCEMENT Surface Minimum Cover (in inches) Slabs and Joists - Top and bottom bars for dry conditions— No 14 and No 18 bars 1 1/2 No 11 bars and smaller. 1 Formed concrete surfaces exposed to earth,water, or weather, over, or in contact with, sewage; and for bottoms bearing on work mat, or slabs supporting earth cover- No 5 bars and smaller 1 1/2 No 6 through No 18 bars 2 Beams and Columns - For dry conditions - Stirrups, spirals and ties: 1 1/2 Pnncipal reinforcement: 2 Exposed to earth, water,;sewage or weather Stirrups and ties. 2 Principal reinforcement: 2 1/2 Walls- For dry conditions - No 11 bars and smaller 1 No 14 and Nd 18 bars I 1 1/2 Formed concrete surface exposed to earth,water, sewage or weather, or in contact with ground- Circular tanks with ring tension. 2 All others. 2 Footings and Base Slabs At formed surfaces land bottoms bearing on concrete work mat: 2 At unformed surfaces and bottoms in contact with earth. 3 Over top of piles 2 Top of footings - - same as slabs 3.08 HANDLING, TRANSPORTING AND PLACING CONCRETE A Conform to applicable requirements of this Section and Chapter 8 of ACI 301- 99.Specifications for Structural Concrete—IP,Chapter 8 Use no alummummatenals in conveying concrete. 07/2006, 03300- 18 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE B Rejected Work: Remove concrete found to be defective or non-conforming in matenals or workmanship Re•lace rejected concrete with concrete meeting requirements of,.ja w . 6"Zi 'ae - at no additional cost to the Owner C Unauthonzed Placement: Place no concrete except m the presence of the Engineer Notify the Engineer m writing at least 24 hours before placement of concrete. D Placement in Wall Forms. 1 Do not drop concrete through reinforcing steel. 2. Do not place concrete in any form so as to leave an accumulation of mortar on form surfaces above the concrete. 3 Pump concrete or use hoppers and, if necessary, vertical ducts of canvas, rubber or metal (other than aluminum) for placmg concrete in forms so it reaches the place of final deposit without separation. Free fall of concrete shall not exceed 4 feet below the ends of pump hoses, ducts, chutes or buggies. Uniformly distribute concrete during depositing. 4 Do not displace concrete in forms more than 6 feet in horizontal direction from place where it was ongmally deposited. 5 Deposit in uniform horizontal layers not deeper than 2 feet;take care to avoid inclined layers or inclmed construction)omts except where required for sloping members. 6 Place each layer while the previous layer is still soft. 7 Provide sufficient illumination in form interior so concrete at places of deposit is visible from the deck or runway E Conveyors and Chutes: Design and arrange ends of chutes, hopper gates and other points of concrete discharge in the conveying,hoisting and placing system so concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyors, if used, shall be of a type acceptable to the Engineer Do not use chutes longer than 50 feet. Slope chutes so concrete of specified consistency will readily flow If a conveyor is used,it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyors and chutes shall be covered. F Placement of Slabs: In hot or windy weather, conducive to plastic shrinkage cracks, apply evaporation retardant to slab after screedmg in accordance with manufacturer's instructions and recommendations. Do not use evaporation retardant to increase water content of the surface cement paste. Place concrete for sloping slabs uniformly from the bottom of the slab to the top, for the full width of the placement. As work progresses,vibrate and carefully work concrete around slab reinforcement. Screed the slab surface in an up-slope direction. G When adverse weather conditions affect quality of concrete, postpone concrete placement. Do not mix concrete when the air temperature is at or below 40 degrees F and falling. Concrete may be mixed when temperature is 35 degrees F and rising. Take temperature readings in the shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until the concrete has cured for a minimum of3 days at 70 degrees F or 5 days at 50 degrees F 07/2006 03300- 19 of 33 CITY OF PEARLAND ' CAST-IN-PLACE CONCRETE When concrete temperature is 85 degrees F or above, do not exceed 60 minutes, between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placmg at mght, as necessary to maintain concrete temperature, as placed,below 90 degrees F 3.09 PUMPING OF CONCRETE A If pumped concrete does not produce satisfactory results, m the judgment of the Engineer; discontmue pumping operations and proceed with the placing of concrete using conventional methods. B Pumpmg Equipment: Use a 2-cylinder pump designed to operate with only one cylinder if one is not functioning,or have a standby pump on site during pumping. C The minimum hose (conduit) diameter Comply with ACI 304.2R-96.Placmg Concrete by Pumping Methods. D Replace pumping equipment and hoses (conduits)that do not function properly E Do not use aluminum conduits for conveying concrete. F Field Control: Take samples for slump, air content and test cylinders at the placement (discharge) end of the line. 3.10 CONCRETE PLACEMENT SEQUENCE A Place concrete in a sequence acceptable to the Engineer To minimize effects of shnnkagel, place concrete in umts bounded by construction jomts shown. Place alternate units so each unit placed has cured at least 7 days for hydraulic structures,or 3 days for other structures,before contiguous unit or umts are placed, except do not place corner sections of vertical walls until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for other structures. B Level the'concrete surface whenever a run of concrete is stopped. To ensure straight and level joints on the exposed surface of walls, tack a wood strip at least 3/4-inch thick to the forms on these surfaces. Carry concrete about 1/2 mch above the undersidel of the strip About one hour after concrete is placed,remove the strip,level irregularities in the edge formed by the strip with a trowel and remove laitance. 3.11 TAMPING AND VIBRATING A Thoroughly settle and compact concrete throughout the entire depth of the layer being consolidated, into a dense, homogeneous mass, fill corners and angles, thoroughly embed reinforcement,eliminate rock pockets and bring only a slight excess of water to the exposed surface of concrete during placement. Use ACI 309R-96 Guide for Consolidation of Concrete, Group 3, immersion-type high-speed power vibrators (8,000 to 12,000 rpm)in sufficient number and with sufficient(at least one) standby 07/2006 03300-20 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE units. Use Group 2 vibrators only when accepted by the Engmeer for specific locations. Do not transport concrete by vibrating. B Use care in placing concrete around waterstops. Carefully work concrete by roddmg and vibrating to make sure air and rock pockets have been eliminated. Where flat-strip type waterstops are,placed honzontally, work concrete under waterstops by hand, making sure air and rock pockets have been eliminated. Give concrete surroundmg the waterstops additional vibration beyond that used for adjacent concrete placement to assure complete embedment of waterstops in concrete. C Concrete in Walls. Internally vibrate, ram, stir, or work with suitable appliances, tamping bars, shovels or forked tools until concrete completely fills forms or excavations and closes snugly against all surfaces. Do not place subsequent layers of concrete until previously-placed layers have been so worked. Provide vibrators in sufficient numbers,with standby units as required,to accomplish the results specified within 15 minute's after concrete of specified consistency is placed in the forms. Keep vibrating heads from contact with form surfaces. Take care not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. 3 12 PLACING MASS CONCRETE A Observe the following additional restrictions when placing mass concrete. 1 Use specified superplasticizer 2. Maximum temperature of concrete when deposited. 70 degrees F 3 Place in lifts approximately 18 inches thick. Extend vibrator heads into previously-placed layer 3.13 fre:O1C `t Hg G 3.14 A Unfinished Surfaces Finish is not required on surfaces concealed from view in completed structure by earth, ceilings or similar cover,unless indicated otherwise on Plans. • B Rough Form Finish. 1 No form facing material is required on rough form finish surfaces. 2. Patch tie holes and defects. Chip off fins exceeding 1/4 inch in height. 3 Rough form finish may be used on concrete surfaces which will be concealed from view by earth in completed structure;except concealed surfaces required to have smooth form finish, as shown on Plans C Smooth Form Finish. 1 Form facing shall produce smooth, hard, uniform texture on concrete. Use plywood linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. 2. Patch tie holes and defects. Rub fins and joint marks with wooden blocks to leave smooth, unmarred finished surface. 07/2006 03300-21 of 33 CITY OF PEARLAND , CAST-IN-PLACE CONCRETE 3 Provide smooth form finish on the wet face of formed surfaces of water- holding structures, and of other formed surfaces not concealed from view by earth in completed structure,except where otherwise indicated on Plans. Walls that will be exposed after future construction, at locations mdicated on Plans, shall have smooth form finish. Smooth form fimsh on exterior face of exterior walls shall extend below final top of ground elevation. Exterior face of all perimeter grade beams shall have smooth form finish for full depth of grade beam. D Rubbed Finish. 1 Use plywood linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. 2. Remove forms as soon as practicable,repair defects,wet surfaces,and rub with No 16 carborundum stone or similar abrasive. Continue rubbing sufficiently to bring surface paste,remove form marks and fins,and produce smooth,dense surface of uniform color and texture. Do not use cement paste other than that drawn from concrete itself. Spread paste uniformly over surface with brush. Allow paste to reset, then wash surface with clean water 3 Use rubbed finish at locations indicated on Plans,except where rubbed finish is indicated for a wall which will be containing a liquid, use spray-applied coatmg. E Spray-applied Coating: At Contractor's option,in lieu ofrubbed finish,spray-applied. coating may be applied after defects have been repaired and fins removed. Remove form oil,lcunng compound and other foreign matter that would prevent bonding of coating. Apply coating in uniform texture and color in accordance with coating manufacturer's instructions. F Related Unformed Surfaces. Tops of piers, walls, bent caps, and similar unformed surfaces occumng adjacent to formed surfaces shall be struck smooth after concrete is placed. Float unformed surfaces to texture reasonably consistent with that of formed surfaces. Continue final treatment on formed surfaces uniformly across unformed surfaces. 3.15 HOT WEATHER FINISHING A When hot weather conditions exist, as defined in the Section, 1 03A"Hot Weather", and as judged by the Engmeer, apply evaporation retardant to the surfaces of slabs, topping and concrete fill placements immediately after each step in the finishing process has been completed. 3.16 FINISHING SLABS AND SIMILAR FLAT SURFACES TO CLASS A, B AND C TOLERANCES A Apply Class A, B and C finishes at locations indicated on Plans. Class B or better finish shall be applied if not shown otherwise by the Plans. 07/2006 03300-22 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE B Shaping to Contour Use strike-off templates or approved compacting-type screeds riding on screed strips or edge forms to bang concrete surface to proper contour See Section 03100- Concrete Formwork for edge forms and screeds. C Consolidation and Leveling: Concrete to be consolidated shall be as stiff as practicable. Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling, do not permit manipulation of surfaces prior to finishing operations. D Tolerances for Finished Surfaces. Check tolerances by placing straightedge of specified length anywhere on slab Gap between slab and straightedge shall not exceed tolerance listed for specified class. Straightedge Length in Tolerance Class Feet in Inches A 10 1/8 B 10 1/4 C 2 1/4 E Raked Finish. After concrete has been placed,struck off,consolidated and leveled to Class C tolerance,roughen surface before final set.Roughen with stiffbrushes or rakes to depth of approximately 1/4 inch. Notify the Engineer prior to placing concrete requiring initial raked surface finish so that acceptable raked finish standard may be established for project. Protect raked,base-slab finish from contamination until time of topping. Provide raked finish for following: 1 Surfaces to receive bonded concrete topping or fill. 2. Steep ramps, as noted on Plans. 3 Additional locations as noted on Plans. F Float Finish. 1 After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared,or when mix has stiffened sufficiently to permit proper operation of power-driven float. Consolidate surface with power-dnven floats. Use hand floating with wood or cork-faced floats in locations inaccessible to power- . driven machine and on small, isolated slabs. 2. After initial floating, re-check tolerance of surface with 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots to Class B tolerance. Immediately re-float slab to a umform, smooth, granular texture. 3 Provide float finish at locations not otherwise specified and not otherwise indicated on Plans. G Trowel Finish. 07/2006 03300-23 of 33 CITY OF PEARLAND ' CAST-IN-PLACE CONCRETE 1 Apply float fimsh as previously specified. After power floating, use powe] trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional troweling by hand after surface has hardened sufficiently Do final troweling when rmgmg sound is produced as trowel is moved over surface. Thoroughly consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to Class A tolerance. On surfaces intended to support floor covenngs,remove defects which might show through covering by grinding. 3 Provide trowel finish for floors which will receive floor covering and additional locations indicated on Plans. H Broom or' Belt Finish. 1 Apply float finish as previously specified. Immediately after completmg floated finish, draw broom or burlap belt across surface to give coarse transverse scored texture. 2. Provide broom or belt finish at locations indicated on Plans. 3.17 FINISHING SLABS AND SIMILAR FLAT SURFACES TO "F-NUMBER SYSTEM" FINISH A Shaping to Contour Use strike-off templates or approved compacting-type screeds. riding on'screed strips or edge forms to bring concrete surface to proper contour Edge forms and screeds. Conform to Section 03100 - Concrete Formwork. B Consohdation and Leveling: Concrete to be consolidated shall be as dry as practicable. Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bndge screeds,roller pipe screeds or other approved means. After consolidation and leveling,do not manipulate surfaces prior to fimshmg operations. C Tolerances for Finished Surfaces Independent testing laboratory will check floor flatness and levelness in accordance with this e o7. eld e, 1 D Float Finish. 1 After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared,or when mix has stiffened sufficiently to permit proper operation o power-dnven float. Consolidate surface with power-driven floats. Use hand floating with wood or cork-faced floats in locations inaccessible to power- driven machme and on small, isolated slabs 2. Check tolerance of surface after initial floating with a 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots. Immediately refloat slab to uniform, smooth, granular texture to FF20/FL17 tolerance,unless shown otherwise on Plans. 3 Provide "F-Number System" float finish at locations indicated on Plans. 07/2006 03300-24 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE E Trowel Fimsh. 1 Apply float finish as previously specified. After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional trowelmgs by hand after surface has hardened sufficiently Do final troweling when ringing sound is produced as trowel is moved over surface. Thoroughly consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform m texture and appearance and conforming to an FF25/FL20 tolerance for slabs on grade and FF25/FL17 for elevated slabs, unless shown otherwise on Plans. On surfaces intended to support floor coverings, remove defects, which might show through covenng,by gnndmg. 3 Provide "F-Number System" trowel finish at locations indicated on Plans. 3.18 BONDED CONCRETE TOPPING AND FILL A Surface Preparation. 1 Protect raked, base-slab finish from contamination until time of topping. Mechanically remove oil, grease, asphalt, paint, clay stains or other contaminants, leaving clean surface. 2. Prior to placement of topping or fill, thoroughly dampen roughened slab surface and leave free of standing water Immediately before topping or fill is placed, scrub coat of bonding grout into surface. Do not allow grout to set or dry before topping or fill is placed. B Concrete Fill. 1 Where concrete fill intersects a wall surface at an angle steeper than 45 degrees from vertical, provide a 1.5-inch deep keyway in the wall at the point of intersection, size keyway so that no portion of the concrete fill is less than 1.5 mches thick. Form keyway m new walls; create by saw cutting the top and bottom lines and chipping in existing walls. 2. Apply wood float finish to surfaces of concrete fill. 3 Provide concrete fill at locations shown on Plans. C Bonded Concrete Topping m Bottom of Clarifiers and Thickeners 1 Minimum thickness of concrete topping: 1 inch. Maximum thickness when swept in by clanfier and thickener equipment: 3 inches. 2. Compact topping and fill by rolling or tamping,bring to estabhshed grade,and float. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. Coat surface with evaporation retardant as needed between finishing operations to prevent plastic shrinkage cracks. 3 Screed topping to true surface using installed equipment. Protect equipment from damage during sweeping-in process. Perform sweepmg-mprocess under supervision of equipment manufacturer's factory representative. After topping has been screeded, apply wood float finish. During finishing, do not apply water, dry cement or mixture of dry cement and sand to the surface. 07/2006 03300-25 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 4 As soon as topping or fill fimshmg is completed, coat surface with curing compound. After the topping is set and sufficiently hard in clanfiers and where required by the Engineer, fill the tank with sufficient water to cover the entire floor for 14 days. 5 Provide bonded concrete topping in bottom of all clanfiers and thickeners. 3.19 EPDXY PENETRATING SEALER A Surfaces to receive epoxy penetrating sealer. Apply wood float finish. Clean surface and apply sealer in compliance with manufacturer's instructions. B Rooms with concrete curbs or bases Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots. Apply minimum 2-inch-high coverage of floor coating on vertical surface. C Mask walls, doors, frames and similar surface to prevent floor coating contact. D When cooing floor coating up vertical concrete walls, curbs,bases or wamscots,use masking tape or other suitable material to keep a neat level edge at top of cove. E Provide epoxy penetrating sealer at locations indicated on Plans. 3.20 EPDXY FLOOR TOPPING A Surfaces to receive epoxy floor topping: Applywood float flush unless recommended otherwise by epoxy floor topping manufacturer Clean surface and apply epoxy floor toppmg in compliance with manufacturer's recommendations and instructions. Thickness of toppmg: 1/8 inch. B Rooms with concrete curbs or bases. Continue application of floor coating on curb or base to its1juncture with masonry wall. Rooms with solid concrete walls or wainscots: apply 2-inch-high coverage of floor coating on vertical surface. C Mask walls, doors, frames and similar surfaces to prevent floor coating contact. D When covmg floor coating up vertical concrete walls, curbs,bases or wainscots,use masking tape or other suitable material to keep a neat level edge at top of cove. E Fuushed surface shall be free of trowel marks and dimples. F Provide epoxy floor toppmg at locations indicated on Plans. 3.21 SEALER/DUSTPROOFER A Where sealer or sealer/dustproofer is indicated on Plans,just pnot to completion of construction, apply coat of specified clear sealer/dustproofing compound to exposed mtenor concrete floors in accordance with manufacturer's instructions. 07/2006 03300-26 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3.22 NONSLIP FINISH A Apply float finish as specified. Apply two-thirds of required abrasive aggregate by method that ensures even coverage without segregation and re-float. Apply remainder of abrasive aggregate at right angles to first application,using heavier application of aggregate in areas not sufficiently covered by first application. Re-float after second application of aggregate and complete operations with troweled finish. Perform finishing operations in a manner that will allow the abrasive aggregate to be exposed and not covered with cement paste. B Provide nonslip finish at locations indicated on Plans. 3.23 FIELD QUALITY CONTROL A Field inspection and testing will be performed m accordance with ACI 301- 99.Specifications for Structural Concrete-IP and under provisions of Sections 01440 —Inspection Services and Section 01450—Testing Laboratory Services. B Provide free access to Work and cooperate with appomted firm. C Submit proposed mix design to inspection and testmg firm for review prior to commencement of Work. D Tests of cement and aggregates may be performed to ensure conformance with specified requirements. E Three concrete test cylinders will be taken for every 50 cu yds or less of concrete. F One additional test cylinder will be taken during cold weather concretmg,cured on job site under same conditions as concrete it represents. G One slump test will be taken for each set of test cylinders taken. H Provide the results of alkalinity tests of concrete used in sanitary structures. Provide one test for each structure. These tests shall be performed by an independent testing laboratory Perform the test on the concrete covenng reinforcing steel on the inside of the pipe or structure Alkalinity tests are to be in accordance with Encyclopedia of Industrial Chemical Analysis, Vol. 15, Page 230, Interscience Publishers Division, John Wiley and Sons. 3.24 PATCHING A Allow Engineer to inspect concrete surfaces immediately upon removal of forms. B Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Engineer upon discovery C Patch imperfections m accordance with ACI 301-99 Specifications for Structural Concrete-IP 07/2006 03300-27 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE- 3.25 DEFECTIVE CONCRETE A Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements. B Repair or replacement of defective concrete will be determined by the Engineer C Do not patch, fill,touch-up,repair, or replace exposed concrete except upon express directionof Engineer for each individual area. 3.26 CURING A Comply with ACI 3081-98 Standard Specifications for Cunng Concrete Cure by preventing loss of moisture, rapid temperature change and mechanical injury for a penod of 7 cunng days when Type II or IP cement has been used and for 3 curing days when Type III cement has been used. Start curing as soon as free water has disappeared from the concrete surface after placing and fimshmg. A curing day is any calendar day in which the temperature is above 50 degrees F for at least 19 hours. Colder days may be counted if air temperature adjacent to concrete is maintained above 50ldegrees F In continued cold weather, when artificial heat is not provided, removal of forms and shonng may be permitted at the end of calendar days equal to twice the'required number of curing days. However,leave soffit forms and shores in place until concrete has reached the specified 28-day strength, unless directed otherwise by the Engmeer B Cure formed surfaces not requiring rub-finished surface by leaving forms in place for the full cunng penod. Keep wood forms wet during the curing period. Add water as needed for other types of forms. Or, at Contractor's option, forms may be removed after 2 days and curing compound applied. C Rubbed Finish. 1 At formed surfaces requiring rubbed finish, remove forms as soon as practicable without damaging the surface. 2. After rub-finish operations are complete, continue curing formed surfaces by using either approved cunng/sealing compounds or moist cotton mats until normal curing penod is complete. D Unformed Surfaces Cure by membrane curing compound method. 1 After concrete has received a final finish and surplus water sheen has disappeared, immediately seal surface with a uniform coating of approved curing compound, apphed at the rate of coverage recommended by manufacturer or as directed by the Engineer Do not apply less than 1 gallon per 180 square feet of area. Provide satisfactory means to properly control and check rate of application of the compound. 2. Thoroughly agitate the compound during use and apply by means of approved, mechamcal power pressure sprayers equipped with atomizing nozzles. For application on small miscellaneous items,hand-powered spray equipment may be used. Prevent loss of compound between nozzle and concrete surface during spraying operations. 07/2006 03300-28 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3 Do not apply compound to a dry surface. If concrete surface has become dry, thoroughly moisten surface immediately prior to application. At locations where coating shows discontinuities,pinholes or other defects,or if rain falls on a newly coated surface before film has dried sufficiently to resist damage, apply an additional coat of compound at the specified rate of coverage. 3.27 CURING MASS CONCRETE A Observe the following additional restrictions when curing mass concrete. 1 Mimmum curing penod. 2 weeks. 2. When ambient air temperature falls below 32 degrees F, protect surface of concrete against freezing. 3 Do not use steam or other curing methods that will add heat to concrete. 4 Keep forms and exposed concrete continuously wet for at least the first 48 hours after placing, and whenever surrounding air temperature is above 90 degrees F dunng final curing penod. 5 During 2-week curing penod,provide necessary controls to prevent ambient air temperature immediately adjacent to concrete from falling more than 30 degrees F in 24 hours. 3.28 REMOVAL OF FORMS A Time Limits. 1 When repair of surface defects or finishing is required before concrete is aged, forms on vertical surfaces may be removed as soon as concrete has hardened sufficiently to resist damage from removal operations. 2. Remove top forms on sloping surfaces of concrete as soon as concrete has attained sufficient stiffness to prevent sagging. Loosen wood forms for wall openings as soon as this can be accomplished without damage to concrete. Leave formwork for water-retaimng structures in place for at least 2 days. Formwork for non-water-retaining columns, walls, sides of beams and other formwork components not supporting weight of concrete maybe removed after 12 hours, provided concrete has hardened sufficiently to resist damage from removal operations,and provided removal of forms will not disturb members supporting weight of concrete. 3 Forms and shonng supporting weight of concrete or construction loads. Leave in place until concrete has reached minimum strength specified for removal of forms and shoring. Do not remove such forms in less than 4 days. B Circular Paper or Spiral Tube Forms. Follow manufacturer's directions for form removal. Take necessary precautions to prevent damage to concrete surface. When removal is done before completion of curing time,replace form,tie in place, and seal to retard escape of moisture. C Removal Strength. 1 Control Tests. Suitable strength-control tests will be required as evidence that concrete has attained specified strength for removal of formwork or shoring 07/2006 03300-29 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE supporting weight of concrete in beams, slabs and other structural members. Furnish test cylinders and data to verify strength for early form removal. a Field-cured Test Cylinders. When field-cured test cylinders reach specified removal strength,formwork or shoring maybe removed from respective concrete placements. b! Laboratory-cured Test Cylinders- When concrete has been cured as specified for structural concrete for same time period required by laboratory-cured cylinders to reach specified strength, formwork or shoring may be removed from respective concrete placements. Determine length of time that concrete has been cured by totaling the days or fractions of days,not necessarily consecutive,during which air temperature surrounding concrete is above 50 degrees F and concrete has been damp or thoroughly sealed agamst evaporation and loss of I moisture. 2. C1ompressive Strengths The minimum concrete compressive strength for removal of formwork supporting weight of concrete is 75 percent of specified minimum 28-day strength for class of concrete involved. 3.29 RESHORING A When reshonng is permitted, plan operations in advance and obtain the Engineer's approval of such operations. While reshonng is under way, keep live load off new construction. Do not permit concrete in any beam, slab, column or other structural member to be subjected to combined dead and construction loads in excess of loads permitted for developed concrete strength at time of reshonng. B Place reshores as soon as practicable after form-stripping operations are complete but m no case later than end of day on which stripping occurs. Tighten reshores to carry required loads without over stressing construction. Leave reshores in place until tests representative of concrete being supported have reached specified strength at tune of removal of formwork supporting weight of concrete. C Floors supporting shores under newly-placed concrete. Leave ongmal supporting shores ml place, or re-shore. Locate reshores directly under shore position above. Extend reshonng over a sufficient number of stories to distribute weight of newly- placed concrete, forms and construction live loads in such manner that design supenmposed loads of floors supporting shores are not exceeded. 3.30 FORM REUSE A Do not reuse forms that are worn or damaged beyond repair Thoroughly clean and recoat forms before reuse. For wood and plywood forms to be used for exposed smooth finish,sand or otherwise dress concrete contact surface to original condition or provide form liner facing matenal. For metal forms, straighten, remove dents and' clean to return forms to ongmal condition. 07/2006 03300-30 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE TABLE 03100A TOLERANCES FOR FORMED SURFACES CONCRETE IN BUILDINGS** For any For any 20-foot Maximum Variation 10-foot length or for Entire From Variation In length any bay Dimension Lines and Surfaces of Columns, 1/4" - -- 1" Plumb or Piers, Walls and Anises _ Specified Exposed Corner Columns, Control --- 1/4" 1/2" Batter Joint Grooves, and Other Conspicuous Lines _ Slab Soffits, Ceilings, Beam Soffits, 1/4" 3/8" 3/4" LEVEL OR and Anises (measured before SPECIFIED removal of shores), GRADE Exposed Lintels, Sills, Parapets, - -- 1/4" 1/2" Honzontal Grooves and Other Conspicuous Lines DRAWING Position of Linear Building Lines, - -- 1/2" 1" DIMENSIONS Columns,Walls and Partitions Size and Location of Sleeves, Floor - - - - - - ±1/4" Openings and Wall Opemngs Cross Section of Columns, Beams, -- - - - - +1/2", Slabs, and Walls _ -1/4" Footings* in Plan -- - - - - +2",- Footing Misplacement or Eccentricity - -- - -- 2%of in Direction of Error(the lesser of) Width or 2" Footing Thickness Decrease - - - - -- 5% - Footing Thickness Increase - - - - -- No Step Rise in Flight of Stairs - -- - - - ±1/8" Step Tread in Flight of Stairs - - - - - - ±1/4" Consecutive Step Rise - -- - - - ±1/16" - Consecutive Step Tread - -- - -- ±1/8" *Footing tolerances apply to concrete dimensions only,not to positioning of vertical reinforcing steel, dowels, or embedded items **Includes water and wastewater process structures 07/2006 03300-31 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE TABLE 03100B TOLERANCE FOR FORMED SURFACES CONCRETE IN BRIDGES, WHARVES AND MARINE STRUCTURES VARIATION FROM VARIATION IN 1 MAXIMUM PLUMB OR SPECIFIED Surfaces of columns,piers and walls 1/2" in 10' BATTER • LEVEL OR Top surfaces of slabs See Section SPECIFIED 111:1d�_ GRADE Top surfaces of curbs and railings 3/16"in tn DRAWING Cross section of columns, caps, walls, beams, and ±1/2", - DIMENSIONS similar members 1/4" Thickness of deck slabs ±1/4", - 1/R" Size and location of slab and wall openings ±1/2" Footings m plan +2, -1/2" Footing misplacement or eccentricity in direction of 2%of error(the lesser of) width or 2" Footing thickness decrease 5% Footing thickness increase No limit Step rise in flight of stairs ±1/8" Step tread in flight of stairs ±1/4" Consecutive step rise ±1/16" Consecutive step tread ±1/8" 3.31 PROTECTION A Protect concrete against damage until fmal acceptance by the Owner B Protect fresh concrete from damage due to rain, hail, sleet or snow Provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occurring. C Do not backfill around concrete structures or subject them to design loadings until all components of the structure needed to resist the loadmg are complete and have reached 07/2006 03300-32 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE the specified 28-day compressive strength, except as authorized otherwise by the Engineer END OF SECTION 07/2006 03300-33 of 33 CITY OF PEARLAND STRUCTURAL CONCRETE SECTION 03310 STRUCTURAL CONCRETE i 1.0 GENERAL 1 01 SECTION INCLUDES A Cast-in-place normal-weight structural concrete and mass concrete. B References to Technical Specifications 1 Section 00300—Bid Proposal 2. Section 01200—Measurement 3 Section 01300—Submittals 4 Section 01450—Testing Laboratory Services 5 Section 03300—Cast-in-Place Concrete 6 1.02 MEASUREMENT AND PAYMENT A Measurement for structural concrete is on lump-sum basis for each structure as bid. Payment includes related work performed on these structures in accordance with related sections of these Specifications. B If Extra Structural Concrete is allowed, based on the Engineer's direction, and indicated in Section;00300—Bid Proposal as an Extra Item,measurement will be on a cubic-yard basis, measured in place. Payment mcludes related work performed in accordance with related sections of these Specifications. C Refer to Section 01200—Measurement and Payment for umt pnce procedures. 1.03 DEFINITIONS A Mass Concrete. Concrete Se41011.s 4 feet or more in least dimension. B Hot Weather Any combination of high air temperature, low relative humidity and wind velocity tending to impair quality of fresh or hardened concrete or otherwise resulting m abnormal properties. C Cold Weather Penod when,for more than 2 successive days,mean daily temperature is below 40 degrees F 1.04 SUBMITTALS A Conform to Section 01300— Submittals. B Mill Certificates Required for bulk cement. C Design Mixes 07/2006 03310-1 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE 1 Submit test data on proposed design mixes for each type of concrete m the Work, including each class, and variations in type, source or quantity of matenal. Include type, brand and amount of cementitious materials; type, brand and amount of each admixture; slump; air content; aggregate sources, gradations, specific gravity and absorption,total water(including moisture in aggregate),water/cement ratio, compressive strength test results for 7 and 28 days,and shrinkage tests for Class C and D concrete at 21 or 28 days of drying_ 2. Submit abrasion loss and soundness test results for limestone aggregate. 3 Testing of aggregates, mcluding sieve analysis, shall be performed by a certified independent testing laboratory Tests shall have been performed no earlier than 3 months before Notice to Proceed. 4 Provide standard deviation data for plant producing concrete. Data shall mclude copies of laboratory test results and standard deviation calculated in accordance with ACI 318, Item 5.3 1 Laboratory tests shall have been performed withm past 12 months. When standard deviation data is not available, comply with ACI 318, Table 5.3.2.2. 5 Review and acceptance of mix design does not relieve Contractor of responsibility to provide concrete of quality and strength required by these Specifications. D Admixtures. Submit manufacturer's technical information, including followmg: 1 Air-Entraining Admixture- Give requirements to control air content under all conditions,including temperature variations and presence of other admixtures. 2. Chemical Admixtures. Give requirements for quantities and types to be used under various temperatures and job conditions to produce uniform,workable concrete mix. Submit evidence of compatibility with other admixtures and cementitious materials proposed for use in design mix. E High-Range Water Reducer (Superplasticizer) When proposed for use, submit manufacturer's technical information and instructions for use of superplasticizer State whether superplasticizer will be added at ready-mix plant or job site. When superplasticizer will be added at job site, submit proposed plan for measunng and adding superplasticizer to concrete mix at job site, and establish dosing area on site with holding tanks and metering devices. When superplasticizer is to be added at ready-mix plant,submit contingency plans for adding additional superplasticizer at job site when required due to delay in placing concrete. Identify portions of Work on which superplasticizer is proposed for use. F Hot and Cold Weather Concreting: Submit,when applicable,proposed plans for hot and cold weather concreting. Review and acceptance of proposed procedure will not relieve Contractor of responsibility for quality of finished product. G Pro]ect Record Drawmgs Accurately record actual locations of embedded utilities and components that are concealed from view 1.05 QUALITY ASSURANCE 07/2006 03310-2 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE A Provide necessary controls during evaluation ofmaterials,mix designs,production and delivery of concrete, placement and compaction to assure that the Work will be accomplished in accordance with Contract Documents. Maintain records of concrete placement. Record dates, locations, quantities, air temperatures, and test samples taken. B Code Requirements Concrete construction for buildings shall conform to ACI 318 Concrete construction for water and wastewater treatment and conveying structures shall conform to ACI 318 with mbdifications by ACI 350R, Item 2.6 Where this Specification conflicts with ACI 318 or`ACI 350R,this Specification governs. C Testing and Other Quality Control Services. 1 Concrete testmg required in this section,except concrete mix design,limestone aggregate test data, and testmg of deficient concrete,will be performed by an independent commercial testing laboratory employed and paidby the Owner in accordance with Section01450—Testmg Laboratory Services. 2. Provide material for and cooperate fully with Owner's testmg laboratory technician in obtaining samples for required tests. 3 Standard Services- The following testing and quality control services will be provided by Owner in accordance with Section: 01450 —Testing Laboratory Services. a. Verification that plant equipment and facilities conform to NRMCA "Certification of Ready-Mix Concrete Production Facilities" b Testing of proposed materials for compliance with this Specification. c. Review of proposed mix design submitted by Contractor d. Obtaining production samples of materials at plants or stockpiles during work progress and testmg for comphance with this Specification. e. Strength testing of concrete according to following procedures. 1) Obtainmg samples for field test cylinders from every 100 cubic yards and any portion less than 100 cubic yards for each mix design placed each day, accordmg to ASTM C172,with each sample obtained from a different batch of concrete on a representative, random basis. Selecting test batches by any means other than random numbers chosen before concrete placement begins is not allowed. 2) Molding four specimens from each sample according to ASTM C31, and curing under standard moisture and temperature conditions as specified in Sections 7(a)and(b)of ASTM C31 3) Testing two specimens at 7 days and two specimens at 28 days according to ASTM C39, reporting test results averaging strengths of two specimens. However, when one specimen evidences improper sampling, moldmg or testing, it will be discarded and remaining cylinder considered test result. When high-early-strength concrete is used,specimens will be tested at 3 and 7days. f. Air content: For each strength test, determination of air content of normal weight concrete according to ASTM C231 07/2006 03310-3 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE g. Slump For each strength test, and whenever consistency of concrete appears to vary, conducting slump test in accordance with ASTM C143 h. Temperature: For each strength test,checking concrete temperature in accordance with ASTM C1064 Lightweight concrete: For each strength test,or more frequently when requested by the Engineer,determination of air content by ASTM C567 and unit weight by ASTM C567 Momtonng of current and forecasted climatic conditions to determine when rate of evaporation, as determined by Figure 2.1.5 of ACI 305R, will produce loss of 0.2 pounds of water, or more,per square foot per hour Testing lab representative will advise Contractor to use hot weather precautions when such conditions will exist during concrete placement,and note on concrete test reports when Contractor has been advised that hot weather conditions will exist. k. Class A and D Concrete Shrinkage Tests Performance of drying shrinkage tests for trial batches as follows. 1) Preparation and Testing of Specimens Compression and drying shrinkage test specimens will be taken in each case from the same concrete sample; shrinkage tests will be considered a part of the normal compression tests for the project. 4-inch by 4-inch by 11-inch prisms with an effective gage length of 10 inches, fabncated, cured, dried and measured in accordance with ASTM C157,modified as follows. (a) Wet curing: Remove specimens from molds at an age of 23 hours V1 hour after teal batching and immediately immerse in water at 70 degrees F V3 degrees F for at least 30 minutes; (b). Measure within 30 minutes after first 30 minutes of immersion to determine ongmal length (not to be confused with"base length"), (c). Then submerge in saturated hmewater,at 73 degrees F V3 degrees F, for 7 days; (d) Then measure at age 7 days to establish"base length" for drying shrinkage calculations ("zero" days drying age), (e) Calculate expansion (base length expressed as a percentage of original length); (f). Immediately store specimens in a temperature and humidity controlled room maintained at 73 degrees F, ±3 degrees, and 50 percent relative humidity, ±4 percent, for the remainder of the test. (g). Measure to determine shrinkage, expressed as percentage of base length. Compute the drying shrinkage deformation of each specimen as the difference between the base length (at ?zero@ days drying age) and the length after drying at each test age. 07/2006 03310-4 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE Compute the average drying shnnkage deformation of the specimens to the nearest 0 0001 inch at each test age. If the drying shrinkage of any specimen departs from the average of that test age by more than 0 0004 inch,disregard the results obtained from that specimen. Report results of shrinkage tests to the nearest 0 001 percent of shrinkage. (h) Report shnnkage separately for 7, 14, 21, and 28 days of drying after 7 days of moist cunng. 4 Additional Testing and Quality Control Services. The following will be performed by an independent commercial testmg laboratory employed and paid by the Owner in accordance with Section 01450,Testing Laboratory Services, when requested by the Engineer a. Checking of batching and mixing operations. b Review of manufacturer's report of each cement shipment and conducting laboratory tests of cement. c Molding and testing reserve 7-day cylinders or field cylinders. d. Conducting additional field tests for slump,concrete temperature,and ambient temperature. e. Alkahmty Tests- For concrete used in samtary structures,one test for each structure. Perform alkalinity tests on concrete covenng reinforcing steel on the inside of the pipe or structure in accordance with "Encyclopedia of Industrial Chemical Analysis," Vol. 15, page 230 5 Contractor shall provide the following testing and quality control services: a. Employ an independent commercial testing laboratory, acceptable to Owner, to prepare and test design mix for each class of concrete for which material source has been changed. b Notify commercial testing laboratory employed by Owner 24 hours pnor to placing concrete. 6 Testing of deficient concrete in place a. When averages of three consecutive strength test results fail to equal or exceed specified strength, or when any individual strength test result falls below specified strength by more than 500 psi, strength of concrete shall be considered potentially deficient and core testing, structural analysis or load testmg may be required by the Engineer b When concrete m place proves to be deficient, Contractor shall pay costs, including costs due to delays, incurred in providing additional testing and analysis services provided by the Engineer, or the independent commercial testing laboratory selected by the Owner c. Replace concrete work judged inadequate by core tests, structural analysis or load tests at no additional cost to the Owner d. Core Tests 1) Obtain and test cores in accordance with ASTM C42. Where concrete in structure will be dry under service conditions, air dry cores (temperature 60 to 80 degrees F, relative humidity less than 60 percent) for 7 days before test; test dry Where 07/2006 03310-5 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE concrete in structure will be more than superficially wet under service conditions, test cores after moisture conditioning in accordance with ASTM C42. 2) Take at least three representative cores from each member or area of concrete in place that is considered potentially deficient. Location of cores shall be determined by the Engineer so as to least impair strength of structure. When,before testing,one or more cores shows evidence of having been damaged dunng or after removal from structure,replace the damaged cores. 3) Concrete in area represented by core test will be considered adequate when average strength of cores is equal to at least 85 percent of specified strength, and when no single core is less than 75 percent of specified strength. 4) Patch core holes m accordance with$ection 03300—Cast-m- Place Concrete, Paragraph 3 13 e. Structural Analysis When core tests are mconclusive or impractical to obtain, the Engineer may perform additional structural analysis at Contractor's expense to confirm safety of structure. f. Load Tests. When core tests and structural analysis do not confirm safety of structure, load tests may be required, and their results evaluated,m accordance with ACI 318 g. Testing by impact hammer, sonoscope, probe penetration tests (Windsor probe), or other nondestructive device may be permitted by the Engineer to determine relative strengths at various locations in structure,to evaluate concrete strength mplace,or for selecting areas to be cored. However, such tests, unless properly calibrated and correlated with other test data,shall not be used as basis for acceptance or rejection of structure's safety 1.06 STORAGE AND HANDLING OF MATERIALS A Cement: Store cement in weather tight buildings,bins or silos to provide protection from dampness and contamination and to minimize warehouse set. When there is any doubt as to the expansive potential of shrinkage-compensating cements because of method or length of storage and exposure, laboratory test cement before use. B Aggregate: Arrange and use aggregate stockpiles to avoid excessive segregation or contamination with other materials or with other sizes of like aggregates. Build stockpiles in successive horizontal layers not exceeding 3 feet in thickness. Complete each layer before next is started. C Fine Aggregate- Before using, allow fine aggregate to drain until uniform moisture content is reached. D Admixtures Store admixtures to avoid contamination,evaporation or damage. For those used m form of suspensions or non-stable solutions,provide suitable agitating equipment to assure uniform distribution of ingredients. Protect liquid admixtures 07/2006 03310-6 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE from freezing and other temperature changes which would adversely affect their charactenstics. E Lightweight Aggregates. Uniformly pre-dampen lightweight aggregates as necessary to prevent excessive variations in moisture content. Allow pre-dampened aggregates to remain in stockpiles,under continuous fog spray, for minimum of 24 hours before use Provide adequate drainage in stockpile areas to eliminate excess water and accumulation of contaminated fines. 07/2006 03310-7 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE 2.0 PRODUCTS 2.01 MATERIALS A Cement: 1 Use same brand of cement used in concrete mix design. Use only one brand of each type in each structure,unless otherwise indicated on Drawings. 2. Portland Cement:ASTM C150,Type I or Type II,gray in color Use Type III only when specifically authorized by the Engineer in writing. Use Type II, including the requirements of Table 2, in construction of liquid-containing structures and cooling towers,unless shown otherwise on Drawings. B Admixtures 1 Do not use calcium chloride,thiocyanate or adnuxtures containing more than 0 05 percent chloride ions. 2 Air-Entrammg Admixtures. ASTM C260,compatible with other admixtures used. 3 Chemical Admixtures Polymer type,non-staimng, chloride-free admixtures conforming to ASTM C494,Type A, C,D or E. 4 High-Range Water Reducer (Superplasticizer) ASTM C494, Type F or G, compatible with and by the same manufacturer as other admixtures. C Mixing Water Use clean, potable water, free from harmful amounts of oils, acids, alkalis or other deletenous substances,meeting requirements of ASTM C94 D Aggregates Use coarse aggregate from only one source and fine aggregate from only one source,for exposed concrete in any single structure. 1 Coarse Aggregate- Gravel,crushed gravel or crushed limestone conformmg to ASTM C33 2. Fine Aggregate- Natural sand complying with ASTM C33 3 Limestone aggregate shall conform to ASTM C33 and the followmg additional requirements Clean,hard, strong and durable particles free of chemicals and coatings of silt,clay,or other fine matenals that may affect hydration and bond of cement paste. Select crushed limestone:High-calcium limestone(minimum 95 percent CaCO3 and maximum 3.5 percent MgCO3) with maximum Los Angeles Abrasion loss of 38 percent,when tested in accordance with ASTM C131 or ASTM C535 Test aggregate for soundness in accordance with ASTM C88, maximum loss shall not exceed 18 percent after 5 cycles of magnesium sulfate test. 4 Maximum size of coarse aggregate: a. Normal weight concrete, except as noted below- 1-1/2 inches. b Formed members 6 inches or less m least dimension. 1/5 least dimension. c. Slabs 1/3 depth of slab d. Drilled shafts 1/3 clearance between reinforcing steel,but not greater than 3/4 inch. 07/2006 03310-8 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE e. Concrete fill, seal slabs and bonded concrete topping in clanfiers: 3/8 inch. 5 Coarse aggregate for lightweight concrete:ASTM C330 Gradmg limits. 3/4 mch to No 4 6 Abrasive Aggregate. Conform to requirements of Section 03300—Cast-in- Place Concrete,Paragraph 3 13 E Calcium Chloride: Not permitted. F Evaporation Retardant:Masterbuilders "Confilm",Euchd"Eucobar", or equal. G Miscellaneous Materials. 1 Bonding Agent: Two-component modified epoxy resin. 2. Vapor barrier 6-mil clear polyethylene film of type recommended for below- grade application. 3 Non-shnnk grout: premixed compound consisting of non-metallic aggregate, cement and water-reducing and plasticizing agents; capable of developing minimum compressive strength of 2,400 psi m 48 hours and 7,000 psi m 28 days. 2.02 CONCRETE MIX A Objective Select proportions of ingredients to produce concrete having proper placability, durability, strength, appearance and other specified properties. B Mix Design. Employ and pay an independent commercial testing laboratory, acceptable to Owner, to prepare and test mix designs for each type of concrete specified. Proportion mix design mgredients by weight. Submit mix designs and test results for approval. 1 During the trial batches,aggregate proportions maybe adjusted by the testing laboratory using two coarse aggregate size ranges to obtain the required properties. If one size range produces an acceptable mix,a second size range need not be used. Such adjustments shall be considered refinements to the mix design and shall not be the basis for extra compensation to the Contractor Concrete shall conform to the requirements of this Section, whether the aggregate proportions are from the Contractor's preliminary mix design, or whether the proportions have been adjusted during the tnal batch process. Prepare trial batches using the aggregates,cement and admixtures proposed for the project. Make trial batches large enough to obtain 3 drying shrinkage test specimens and 6 compression test specimens from each batch. Shrinkage testing is required only for Class A and D concrete. 2. Determine compressive strength by testing 6-inch diameter by 12-inch high cylinders,made,cured and tested in accordance with ASTM C192 and ASTM C39 Test 3 compression test cylinders at 7 days and 3 at 28 days. Average compressive strength for the 3 cylinders tested at 28 days for any given trial batch shall be not less than 125 percent of the specified compressive strength. 3 Perform sieve analysis of the combined aggregate for each trial batch according to of ASTM C136 Report percentage passing each sieve. 07/2006 03310-9 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE 4 In mix designs for Class A and D concrete,fine aggregate shall not exceed 41 percent of total aggregate by weight. C Shnnkage Limitations, Class A and D Concrete 1 Maximum concrete shrinkage for specimens cast in the laboratory from the trial batch. 0 036 percent as measured at 21-day drying age or 0 042 percent at 28-day drying age. Use for construction only mix designs that meet trial batch shrinkage requirements. Shrinkage limitations apply only to Class A and D concrete. 2. Maximum concrete shrinkage for specimens cast in the field shall not exceed the trial batch maximum shnnkage requirement by more than 25 percent. 3 the required shrinkage lmmtation is not met during construction,take any or all of the following actions, at no additional cost to the Owner, for securing the specified shrinkage requirements Changing the source or aggregates, cement or admixtures,reducing water content;washing of aggregate to reduce fines, increasing the number of construction joints; modifying the curing requirements, or other actions designed to minimize shnnkage or its effects. D Selecting Ingredient Proportions for Concrete: 1 Proportion concrete mix accordmg to ACI 301, Chapter 3 2. Establish concrete mix design by laboratory trial batches prepared by independent testmg laboratory, or on basis of previous field experience in accordance with provisions of ACI 318,Item 5.3,however,minimum cement content for each class of concrete shall not be less than specified. 3 Concrete mix design data submitted for review shall have average 28-day compressive strength calculated in accordance with ACI 318, Item 5.3.2.1 When data is not available to determine standard deviation in accordance with ACI 318, Item 5.3 1, average 28-day strength of mix design shall conform to ACI 318, Table 5.3.2.2. E Water-Cement Ratios 1 Maximum allowable water-cement ratios shall be as follows. a. Concrete for liquid-containing structures. 0 45 b Concrete subjected to brackish water, salt spray or deicers- 0 40 c. All other concrete- 0.55 2. Superplasticizer may be added to maintain specified maximum water-cement ratios. Include free water in aggregate in water-cement ratio computations. F Adjustment of Mix Proportions- After sufficient data becomes available during construction,mix maybe adjusted upon approval of the Engineer,in accordance with ACI 318,Item 5.5,however,minimum cement content for each class of concrete shall not be less than specified_ G Entrained Air Air-entram all concrete except drilled shafts. Total air content m accordance with ASTM C173 4 to 6 percent. H Consistency, Workability, and Slump 07/2006 03310-10 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE 1 The quantity of water in a batch of concrete shall be just sufficient, with a' normal mixing penod,to produce concrete which can be worked properly into place without segregation, and which can be compacted by vibratory methods as specified, to give the desired strength, density, impermeability and smoothness of surface. Change the quantity of water as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency Determine the consistency ofthe concrete in successive batches by slump tests m accordance with ASTM C 143 Slumps shall be as follows. Concrete Type Minimum Slump Maximum Slump Portland Cement Concrete 2" 4" Concrete to be dosed with superplasticizer- 1" 3" Normal Weight Concrete after dosing with superplasticizer 4" 9" Lightweight Concrete after dosing with superplasticizer 4" 7" Drilled Shaft Concrete: 4"* 8" *Muumum slump where drilled shafts are cast m temporary casmgs. 5 inches 2. Specified slump shall apply at time when concrete is discharged at job site. Perform slump tests to momtor uniformity and consistency of concrete delivered to job site; however, do not use as basis for mix design. Do not exceed water-cement ratios specified. Admixtures- Proportion admixtures according to manufacturer's recommendations. Use of accelerator is permitted when air temperature is less than 40 degrees F Use of retarder is permitted when temperature of placed concrete exceeds 65 degrees F J High-Range Water Reducers (Superplasticizers) Use superplasticizer to improve workability of concrete or delay hydration of cement,in accordance with requirements and recommendations of product manufacturer and approved submittals. K Concrete Classification and Strength. 1 Strength. Conform to values for class of concrete mdicated on Drawings for each portion of Work. Requirements are based on 28-day compressive strength. If high early-strength concrete is allowed,requirements are based on 7-day compressive strength. 07/2006 03310-11 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE 2. Classification. Minimum 28-day Class Compressive Strength Minimum Cement Content (Normal-weight) (psi) Pounds per Cubic Yard Concrete for Structures Containing Water or Wastewater A 4,000 564 (6 sacks) B 1,500 329 (3 1/2 sacks) C 3,000 470 (5 sacks) D 5,000 658 (7 sacks) H 3,000 611 (61/2 sacks) Concrete for Buildings, Slabs on Grade and Miscellaneous Structures AB 4,000 Not Applicable BB 1,500 Not Applicable CB 3,000 Not Applicable DB 5,000 Not Applicable Minimum 28-day Class Compressive Strength Minimum Cement Content (Light-weight) (psi) Pounds per Cubic Yard E 3,000 Not Apphcable F 4,000 Not Applicable G 5,000 Not Applicable 3 Maximum size aggregate for Class H concrete- 3/8 inch. Maximum size aggregate for all other normal-weight concrete: 1-1/2 niches, except as specified in Paragraph 2.O1D 4 4 When required strength is not obtained with minimum cement content as specified, add cement,lower water-cement ratio or provide other aggregates as necessary 5 In addition to conforming to specified strength, lightweight concrete must be within specified unit weight limits. Maximum air-dry unit weight is 118 pounds per cubic foot; minimum is 110 pounds per cubic foot unless shown otherwise on Drawings. Determine air-dry unit weight in accordance with ASTM C567 Correlate air-dry unit weight with fresh unit weight of the same concrete as a basis for acceptance during construction. L Use of Classes of Concrete- 1 Use classes of concrete as indicated on the Drawmgs and in other specifications. 2. Liquid-containing structures If not otherwise mdicated, use the following classes for structures containing water or wastewater and for utility applications in the locations described. a. Class A. All reinforced concrete and where not otherwise defined. b Class B Unreinforced concrete used for plugging pipes, seal slabs, thrust blocks, and trench dams,unless indicated otherwise. 07/2006 03310-12 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE c. Class H. Fill and topping. Where concrete fill thickness exceeds 3 inches in the majority of a placement and is not less than 1 5 inches thick, Class A concrete may be used. 3 All other structures If not otherwise indicated,use the following classes in the locations described. a. Class AB All reinforced concrete and where not otherwise defined. b Class CB Duct banks;see Section 16402—Underground Duct Banks for additional requirements. c. Class BB Unremforced concrete fill under structures. 2.03 MIXING NORMAL WEIGHT CONCRETE A Conform to ACI 301, Chapter 7 B Ready-Mixed Concrete. 1 Measure,batch,mix and transport ready-mixed concrete according to ASTM C94 Plant equipment and facilities shall conform to NRMCA"Certification of Ready Mixed Concrete Production Facilities" 2. Provide batch tickets with information specified m ASTM C94 Deliver batch ticket with concrete and give to Owner's on-site testing laboratory representative. C Batch Mixing at Site• 1 Mix concrete m batch mixer conforming to requirements of CPMB"Concrete Plant Mixer Standards" Use mixer equipped with suitable charging hopper, water storage tank and water measuring device. Batch mixer shall be capable of mixmg aggregates, cement and water into uniform mass withm specified mixing time, and of discharging mix without segregation. Operate mixer according to rated capacity and recommended revolutions per minute printed on manufacturer's rating plate. 2. Charge batch into mixer so some water will enter before cement and aggregates. Keep water running until one-fourth of specified mixing time has elapsed. Provide controls to prevent discharging until required mixing tune has elapsed. When concrete of normal weight is specified,provide controls to prevent addition of water during mixing. Discharge entire batch before mixer is recharged. 3 Mix each batch of 2 cubic yards or less for not less than 1 minute and 30 seconds.Increase minimum mixing time 15 seconds for each additional cubic yard or fraction of cubic yard. 4 Keep mixer clean. Replace pick-up and throw-over blades in drum when they have lost 10 percent of original depth. D Admixtures 1 Charge air-entraining and chemical admixtures into mixer as solution using automatic dispenser or similar metering device. Measure admixture to accuracy within±3 percent. Do not use admixtures in powdered form. 2. Two or more admixtures may be used in same concrete, provided that admixtures in combination retain full efficiency and have no deleterious effect 07/2006 03310-13 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE on concrete or on properties of each other Inject admixtures separately during batchmg sequence. 3 Add retarding admixtures as soon as practicable after addition of cement. E Temperature Control. 1 When ambient temperature falls below 40 degrees F, keep as-mixed temperature above 55 degrees F to maintain concrete above minimum placing temperature. 2. When water or aggregate has been heated, combine water with aggregate in mixer before cement is added. Do not add cement to mixtures of water and aggregate when temperature of mixture is greater than 100 degrees F 3 In hot weather, maintain temperature of concrete below maximum placing temperature. When necessary, temperature may be lowered by cooling ingredients, coolmg mixer drum by fog spray, using chilled water or well- crushed ice in whole or part for added water,or arranging delivery sequence so that time of transport and placement does not generate unacceptable temperatures. 4 Submit hot weather and cold weather concreting plans for approval. 2.04 MIXING LIGHTWEIGHT CONCRETE A Determining Absorption of Aggregates Mixing procedures vary according to total absorption by weight of lightweight aggregates. Determine total absorption by weight before pre-damping in accordance with ASTM C127 B Ten Percent or Less Absorption. Follow same requirements as for mixing normal- weight concrete when prepanng concrete made with low-absorptive lightweight aggregates having 10 percent or less total absorption by weight. To be low-absorptive, aggregates must absorb less than 2 percent additional water in first hour after mixing. C More Than 10 Percent Absorption. Batch and mix concrete made with lightweight aggregates having more than 10 percent total absorption by weight, as follows. 1 Place approximately 80 percent of mixing water m mixer 2. If aggregates are pre-dampened, add air-entrauung admixture and all aggregates. Mix for imnunum of 30 seconds, or 5 to 10 revolutions of truck mixer 3 When aggregates have not been pre-dampened,mix aggregates and water for minimum of 1 minute and 30 seconds, or 15 to 30 revolutions of truck mixer Then add air-entrammg admixture and mix for additional 30 seconds. 4 Then,in the following sequence,add specified or permitted admixtures(other than air-entraining agent), all cement, and mixing water previously withheld. 5 Complete mixing using procedures for normal-weight concrete. 2.05 MASS CONCRETE A Do not use high early-strength cement(Type 111) or accelerating admixtures. B Use high-range water-reducing admixture(superplasticizer)to minimize water content and cement content. 07/2006 03310-14 of 19 CITY OF PEABLAND STRUCTURAL CONCRETE C Specified water-reducing retarding admixture maybe required to prevent cold joints` when placing large quantities of concrete,to permit revibration of concrete, to offset effects of high temperature in concrete or weather, and to reduce maximum temperature or rapid temperature nse. 2.06 EQUIPMENT A Select equipment of size and design to ensure continuous flow of concrete at delivery end. Conform to following equipment and operations requirements. B Truck mixers, agitators and manner of operation. Conform to ASTM C94 Use of non-agitating equipment for transporting concrete is not permitted. C Belt conveyors. Configure horizontally, or at a slope causing no segregation or loss. Use approved arrangement at discharge end to prevent separation. Discharge long runs without separation into hopper D Chutes. Metal or metal-lined (other than aluminum) Arrange for vertical-to- horizontal slopes not more than 1 to 2 or less than 1 to 3 Chutes longer than 20 feet or not meeting slope requirements may be used if concrete is discharged into hopper before distribution. E Do not use aluminum or aluminum-alloy pipe or chutes for conveying concrete. 3.0 EXECUTION 3.01 SPECIAL CONSIDERATIONS A Concretmg Under Water Not permitted except where shown otherwise on Drawings or approved by the Engineer When shown or permitted,deposit concrete under water by methods acceptable to the Engineer so fresh concrete enters mass of previously- placed concrete from within,causing water to be displaced with minimum disturbance at surface of concrete. B Protection from Adverse.Weather Unless adequate protection is provided or the Engineer's approval is obtained, do not place concrete during rain, sleet, snow or freezing weather Do not permit rainwater to increase mixing water or to damage surface finish. If rainfall occurs after placing operations begin, provide adequate covering to protect Work. 3.02 PREPARATION OF SURFACES FOR CONCRETING A Earth Surfaces 1 Under intenor slabs on grade,install vapor barrier Lap joints at least 6 inches and seal watertight with tape,or sealant applied between overlapping edges and ends. Repair vapor barrier damaged during placement of reinforcing and inserts with vapor bamer material,lap over damaged areas at least 6 inches and seal watertight. 07/2006 03310-15 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE 2. Other Earth Surfaces: Thoroughly wet by spnnklmg pnor to placing concrete, and keep moist by frequent sprinkling up to time of placing concrete thereon. Remove standing water Surfaces shall be free from standing water,mud and debns at the time of placing concrete. B Construction Joints: 1 Definition. Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been interrupted so that, in the judgment of the Engineer,new concrete cannot be incorporated mtegrallywith that previously placed. 2 Interruptions When placing of concrete is to be interrupted long enough for the concrete to take a set,use forms or other means to shape the working face to secure proper union with subsequent work. Make construction joints only where acceptable to the Engineer 3 Preparation. Give horizontal joint surfaces a compacted,roughened surface for good bond. Except where the Drawings call for joint surfaces to be coated, clean joint surfaces of laitance,loose or defective concrete and foreign matenal by hydroblastmg or sandblastmg (exposing aggregate), roughen surface to expose aggregate to a depth of at least 1/4 inch and wash thoroughly Remove standing water from the construction joint surface before new concrete is placed. 4 After surfaces have been prepared cover approximately horizontal construction joints with a 3-inch lift of a grout mix consisting of Class A concrete batched without coarse aggregate; place and spread grout umformly Place wall concrete on the grout mix immediately thereafter C Set and secure reinforcement, anchor bolts, sleeves, inserts and similar embedded items in the forms where indicated on Contract Drawings, shop drawings and as otherwise required. Obtain the Engineer's acceptance before concrete is placed. Accuracy of placement is the sole responsibility of the Contractor D Place no concrete until at least 4 hours after formwork, inserts, embedded items, reinforcement and surface preparation have been completed and accepted by the Engineer Clean surfaces of forms and embedded items that have become encrusted with grout or previously-placed concrete before placing adjacent concrete. E Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age),thoroughly clean and roughen the surface of the old concrete by hydroblastmg or sandblasting (exposing aggregate) Coat joint surface with epoxy bonding agent following manufacturer's written instructions,unless indicated otherwise. Unless noted otherwise,this provision does not apply to vertical wall joints where waterstop is mstalled. F Protection from Water Place no concrete m any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carved out of the forms,clear of the work. Deposit no concrete underwater without special methods. Do not allow still water to rise on any concrete until concrete has attained its initial set. Do not allow water to flow over the surface of any concrete in a manner and at a 07/2006 03310-16 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE velocity that will damage the surface finish of the concrete. Pumping,dewatenng and other necessary operations for removing ground water,if required, are subject to the Engineer's review G Corrosion Protection: Position and support pipe, conduit, dowels and other ferrous items to be embedded in concrete construction prior to placement of concrete so there is at least a 2 inch clearance between them and any part of the concrete reinforcement. Do not secure such items in position by wiring or welding them to the reinforcement. H Where practicable, provide for openings for pipes, inserts for pipe hangers and brackets, and setting of anchors during placing of concrete. I Accurately set anchor bolts and maintain in position with templates while they are being embedded in concrete. J Cleaning: Immediately before concrete is placed,thoroughly clean dirt,grease,grout, mortar,loose scale,rust and other foreign substances from surfaces ofinetalwork to be in contact with concrete. 3.03 HANDLING, TRANSPORTING AND PLACING CONCRETE A Conform to applicable requirements of Chapter 8 of ACI 301 and this Section. Use no aluminum materials in conveying concrete. B Rejected Work: Remove concrete found to be defective or non-conforming in materials or workmanship Replace rejected concrete with concrete meeting requirements of Contract Documents, at no additional cost to the Owner C Unauthonzed Placement: Place no concrete except in the presence of the Engmeer Notify the Engineer in writing at least 24 hours before placement of concrete. D Placement in Wall Forms. 1 Do not drop concrete through reinforcing steel that will not be covered by current pour 2. Do not place concrete in any form so as to leave an accumulation of mortar on form surfaces above the concrete. 3 Pump concrete or use hoppers and, if necessary, vertical ducts of canvas, rubber or metal (other than aluminum) for placing concrete in forms so it reaches the place of final deposit without separation. Free fall of concrete shall not exceed 4 feet below the ends of pump hoses,,ducts, chutes or buggies. Uniformly distribute concrete dunng depositing. 4 Do not displace concrete in forms more than 6 feet in horizontal direction from place where it was originally deposited. Do not transport concrete with vibrators. 5 Deposit in umform horizontal layers not deeper than 2 feet;take care to avoid inclmed layers or inclined constructionloints except where required for sloping members. 6 Place each layer while the previous layer is still soft. Rate of placement shall not exceed 5 feet of vertical rise per hour 07/2006 03310-17 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE 7 Provide sufficient illumination in form intenor so concrete at places of deposit is visible from the deck or runway E Conveyors and Chutes- Design and arrange ends of chutes, hopper gates and other points of concrete discharge in the conveying,hoisting and placing system so concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyors, if used, shall be of a type acceptable to the Engineer Do not use chutes longer than 50 feet. Slope chutes so concrete of specified consistency will readily flow If a conveyor is used,it shall be wiped clean by a device operated m such a manner that none of the mortar adhenng to the belt will be wasted. All conveyors and chutes shall be covered. F Placement of Slabs. In hot or wmdy weather, conducive to plastic shrinkage cracks, apply evaporation retardant to slab after screedmg in accordance with manufacturer's instructions and recommendations. Do not use evaporation retardant to increase water content of the surface cement paste. Place concrete for sloping slabs uniformly from the bottom of the slab to the top, for the full width of the placement. As work progresses,vibrate and carefully work concrete around slab reinforcement. Screed the slab surface in an up-slope direction. G When adverse weather conditions affect quality of concrete, postpone concrete placement. Do not mix concrete when the air temperature is at or below 40 degrees F and falling. Concrete may be mixed when temperature is 35 degrees F and nsmg. Take temperature readings m the shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until the concrete has cured for a minimum of 3 days at 70 degrees F or 5 days at 50 degrees F. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water,using ice or placing at night, as necessary to maintain concrete temperature, as placed,below 90 degrees F 3.04 PUMPING OF CONCRETE A If pumped concrete does not produce satisfactory results, in the judgment of the Engineer, discontinue pumping operations and proceed with the placing of concrete using conventional methods. B Pumping Equipment: Use a 2-cylinder pump designed to operate with only one cylinder if one is not functioning, or have a standby pump on site during pumping. C The mimmum hose(conduit)diameter Comply with ACI 304.2R. D Replace pumping equipment and hoses(conduits)that do not function properly E Do not use aluminum conduits for conveying concrete. 07/2006 03310-18 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE F Field Control. Take samples for slump,air content and test cylinders at the placement. (discharge) end of the line. 3 05 CONCRETE PLACEMENT SEQUENCE A Place concrete m a sequence acceptable to the Engineer To minimize effects of shrinkage, place concrete m units bounded by construction joints shown. Place alternate units so each unit placed has cured at least 7 days for hydraulic structures,or 3 days for other structures,before contiguous unit or units are placed, except do not place corner sections of vertical walls until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for other structures. B Level the concrete surface whenever a run of concrete is stopped. To ensure straight and level joints on the exposed surface of walls, tack a wood strip at least 3/4-inch thick to the forms on these surfaces. Carry concrete about 1/2-inch above the underside of the strip About one hour after concrete is placed,remove the strip,level irregularities in the edge formed by the step with a trowel and remove laitance. 3.06 TAMPING AND VIBRATING A Thoroughly settle and compact concrete throughout the entire depth of the layer being consolidated, into a dense, homogeneous mass, fill corners and angles, thoroughly embed reinforcement,ehimnate rock pockets and bring only a slight excess of water to the exposed surface of concrete dunng placement. Use ACI 309R Group 3 immersion- type high-speed power vibrators(8,000 to 12,000 rpm)in sufficient number and with sufficient (at least one) standby units. Use Group 2 vibrators only when accepted by the Engineer for specific locations. B Use care m placing concrete around waterstops. Carefully work concrete by roddmg and vibrating to make sure air and rock pockets have been ehmmated. Where flat-strip. type waterstops are placed horizontally, work concrete under waterstops by hand, making sure air and rock pockets have been eliminated. Give concrete surrounding the waterstops additional vibration beyond that used for adjacent concrete placement to assure complete embedment of waterstops in concrete. C Concrete in Walls Internally vibrate, ram, stir, or work with suitable appliances, tamping bars, shovels or forked tools until concrete completely fills forms or excavations and closes snugly against all surfaces. Do not place subsequent layers of concrete until previously placed layers have been so worked. Provide vibrators in sufficient numbers,with standby units as required,to accomphsh the results specified within 15 minutes after concrete of specified consistency is placed in the forms. Keep vibrating heads from contact with form surfaces. Take care not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. 3.07 PLACING MASS CONCRETE A Observe the following additional restrictions when placing mass concrete. 1 Use specified superplasticizer 2. Maximum temperature of concrete when deposited. 70 degrees F 07f2006 03310-19 of 19 CITY OF PEARLAND STRUCTURAL CONCRETE 3 Place in lifts approximately 18 inches thick. Extend vibrator heads mto previously-placed layer 3.08 REPAIRING SURFACE DEFECTS AND FINISHING A Conform to Section 03300-Cast-in-Place Concrete. 3.09 CURING A Conform to Section 03300- Cast-in-Place Concrete. 3.10 PROTECTION A Protect concrete against damage until final acceptance by the Owner B Protect fresh concrete from damage due to rain, hail, sleet or snow Provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occurring. C Do not backfill around concrete structures or subject them to design loadings until all components of the structure needed to resist the loading are complete and have reached the specified 28-day compressive strength, except as authorized otherwise by the Engineer END OF SECTION 07/2006 03310-20 of 19 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES Section 03320 JOINTS IN CONCRETE STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Waterstops and similar joints in concrete structures intended to retain water or withstand hydrostatic pressure. 1.02 MEASUREMENT AND PAYMENT A No separate payment will be made for joints under this Section. Include payment in unit price for structural concrete. B Refer to Section 01200 -Measurement and Payment Procedures. 1.03 DEFINITIONS A The following definitions refer to concrete joints in water-retaining structures. Unless otherwise indicated,all such joints shall have a waterstop or sealant groove to prevent water penetration at the joint. B Construction Joint: The joint or surface between two concrete pours, produced by placing fresh concrete in contact with a hardened concrete surface. 1 A bond breaker may or may not be used, as indicated. 2. Remforcing steel is continuous through the joint,unless otherwise mdicated. C Contraction Joint: A joint similar to a construction joint,but intended to accommodate concrete shrinkage and similar movement. 1 A bond breaker is always used. 2. Reinforcing steel is held back 4-1/2 inches from the joint surface,and sleeved dowels are used so pours can move apart,unless otherwise mdicated. D Expansion Jomt: A joint similar to a construction or contraction joint,but intended to accommodate both expansion and contraction. 1 Compressible joint filler is placed against the hardened concrete,to form and separate the second pour so pours can move together or apart. 2. A centerbulb waterstop and joint sealant are used to fill the gap, unless otherwise indicated. 3 Reinforcing steel is held back, and sleeved dowels are used to allow and control movement,unless otherwise indicated. E Control Joint: A groove cut or formed in the face of a single pour,producing a weaker plane more likely to crack;used in an attempt to control locations of normal shnnkage cracks. 1 Joint sealant is used to fill the groove. 03320-1 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 2. Reinforcing steel is continuous, since the pour is monolithic. 1.04 SUBMITTALS A Submit under provisions of Section 01350 - Submittals. B Product Data. Information sufficient to indicate compliance with Contract Documents, including manufacturer's descriptive literature and specifications. C Shop Drawings. Indicate type, size and location of each joint m each structure, and installation details. D Samples. For extrusions, submit 6-inch lengths. For molded or fabricated items, submit whole items. Submit 6-inch beads for sealants and 6-inch square samples for coatings, on appropriate substrates. E Quality Control Submittals. Submit manufacturer's instructions and recommendations for storage,handling and installation including material safety data sheets,and,where specified, test reports certified by an independent testing laboratory or the manufacturer, and manufacturer's certification that products furnished comply with Contract Documents. 1.05 QUALITY ASSURANCE A Waterstop Inspection. Notify the Engineer to schedule inspection at least 24 hours prior to work involving waterstop installation or fabncation of waterstop field joints. B Defects include but are not limited to the following: 1 Offsets at joints greater at any point than 1/16 inch or 15 percent of material thickness,whichever is less. 2. Exterior cracks at joints due to incomplete bond,which are deeper at any point than 1/16 inch or 15 percent of material thickness,whichever is less. 3 At any point, any combination of offsets'or exterior cracks resulting in a net reduction in the cross-sectional area of the waterstop greater than 1/16 inch or 15 percent of material thickness at any point, whichever is less. 4 Misalignment of joint resulting in misalignment of the waterstop in excess of 1/2 inch in 10 feet. 5 Porosity in the welded joint as evidenced by visual inspection. 6 Bubbles or inadequate bond which can be detected with a pen knife. If,while probing the joint with the point of.a pen knife, the knife breaks through the outer portion of the weld into a bubble,the joint is defective. C Field Joint Samples. Prior to use of the waterstop material in the field,fabricate and submit for review a sample of a fabricated mitered cross and a tee constructed of each size or shape of material to be used. Fabricate samples so material and workmanship represent fittings to be furnished. Field samples of fabricated fittings (crosses,tees, etc.) will be selected at random by the Owner for testing by a laboratory at Owner's expense; they shall have a tensile strength across the joints equal to at least 600 psi 03320-2 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES when tested in accordance with ASTM D638. Contractor shall pay cost of failed tests and retesting required by failures. D Construction Joint Sealant: Prepare adhesion and cohesion test specimens, as specified, at intervals of 5 working days while sealants are being installed. E Sealant material shall show no signs of adhesive or cohesive failure when tested in accordance with the following procedure in laboratory and field tests: 1 Prepare sealant specimen between 2 concrete blocks (1 inch by 2 inches by 3 inches); spacing between the blocks shall be 1 inch. Use coated spacers (2 inches by 1-1/2 inches by 1/2 inch)to ensure sealant cross-sections of 1/2 mch by 2 inches with a width of 1 inch. 2. Cast and cure sealant according to manufacturer's recommendations except that curmg period shall be not less than 24 hours. 3 Following curing period, widen the gap between blocks to 1-1/2 mches. Use spacers to maintain this gap for 24 hours prior to inspection for failure. F Sealant Installer A competent waterproofing specialty contractor,approved by sealant manufacturer, having a record of successful performance in similar installations. Before beginning work,sealant manufacturer's representative shall instruct installer's crew in proper method of application. 1.06 WARRANTY A Provide a written warranty covering entire sealant installation against faulty and incompatible materials and workmanship, and agreeing to repair or replace defective work at no additional cost to the Owner, for a period of 5 years. 1.07 DELIVERY, STORAGE AND HANDLING A Deliver, store and handle materials in accordance with manufacturer's printed instructions. B Store waterstops to permit free circulation of air around waterstop material. 2.0 P-RODUCTS 2.01 EPA POTABLE CLASSIFICATION A All joint materials shall be materials that reach acceptability for use in potable water systems no later than 30 days after installation, as classified by the Environmental Protection Agency 2.02 PVC WATERSTOPS A Extrude from virgin polyvinyl chloride elastomer Use no reclaimed or scrap material. Submit waterstop manufacturer's current test reports and manufacturer's written certification that the material furnished meets or exceeds Corps of Engineers Specification CRD-0572 and other specified requirements. 03320-3 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES B Flat Strip and Center-Bulb Waterstops As detailed,and as manufactured by Kirkhill Rubber Co.,Brea,California,Water Seals,Inc.,Chicago,Illinois;Progress Unlimited, Inc.,New York,New York;Greenstreak Plastic Products Co.,St.Louis,Missouri,or equal acceptable to the Engineer,provided that at no place shall waterstop thickness be less than 3/8 inch. C Multi-Rib Waterstops: As detailed, and as manufactured by Water Seals, Inc., Chicago,Illinois;Progress Unlimited,Inc.,New York,New York;Greenstreak Plastic Products Co., St. Louis, Missouri, or equal acceptable to the Engineer Use prefabricated joint fittings at intersections of ribbed-type waterstops. D Other Waterstops. When types of waterstops not listed above are indicated on the Drawings,they are subject to these specifications. E Waterstop Properties. When tested in accordance with specified standards,waterstop material shall meet or exceed the following requirements. Physical Property, Sheet Material Value ASTM Standard Tensile Strength—min(psi) 1,750 D638,Type IV Ultimate Elongation-min(percent) 350 D638,Type IV Low Temp Brittleness-max(degrees F) -35 D746 Stiffness in Flexure-min(psi). 400 D747 Accelerated Extraction(CRD-0572)Tensile Strength-min(psi) 1500 D638,Type IV Ultimate Elongation-min(percent) 300 D638,Type IV Effect of Alkalies (CRD-0572) - Change in Weight(percent) +0.25/-0 10 Change in Durometer, Shore A. +5 D2240 Fimshed Waterstop - Tensile Strength-min(psi). 1400 D638,Type IV Ultimate Elongation-min(percent) 280 D638,Type IV 2.03 JOINT SEALANT A Material. Polyurethane polymer designed for bonding to concrete which is continuously submerged in water Use no matenal with an unsatisfactory history of bond or durability when used in joints of liquid-retaining structures. B Sealant Properties at 73 degrees F, 50 percent relative humidity 1 Work Life: 45 - 180 minutes 2. Time to Reach 20 Shore A Hardness (at 77 degrees F, 200 gr quantity) 24 hours,maximum 3 Ultimate Hardness (ASTM D2240) 20 -45 Shore A 4 Tensile Strength(ASTM D412) 200 psi,minimum 5 Ultimate Elongation(ASTM D412) 400 percent,minimum 03320-4 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 6 Tear Resistance (Die C ASTM D624) 75 pounds per inch of thickness, minimum 7 Color Light Gray C Polyurethane Sealants for Waterstop Joints in Concrete: 1 Sealant: 2-part polyurethane; when cured, sealant shall meet or exceed ANSI/ASTM C920 or Federal Specification TT-S-0227 E(3) for 2-part material. 2. Vertical and overhead horizontal joints. Use only "non-sag" compounds meeting ANSI/ASTM C920,Class 25,Grade NS,or Federal Specification TT- S-0227 E(3),Type II, Class A. 3 Plane horizontal joints. Self-leveling compounds meeting ANSI/ASTM C920, Class 25,Grade P,or Federal Specification TT-S-0227 E(3),Type I. For joints subject to either pedestrian or vehicular traffic,use a compound providmg non- tracking characteristics and having a Shore A hardness range of 35 to 45 4 Primer Use only compatible materials manufactured or recommended for the application by the sealant manufacturer, in accordance with the printed instructions and recommendations of the sealant manufacturer D Acceptable Products: Polymeric Systems Inc. "PSI-270", Pacific Polymers "Elastothane 227R", Sika Corporation "Sikaflex 2C", or equal acceptable to the Engineer 2.04 MISCELLANEOUS MATERIALS A Bearing Pad. ASTM D2000 neoprene, Grade 2 or 3,Type BC,tensile strength 1450 psi, 60 durometer hardness,unless otherwise indicated. B Neoprene Sponge: ASTM D1056, Type 2C3-E1 closed-cell expanded neoprene. C Preformed Joint Filler ASTM D1752 Type I non-extruding type;neoprene sponge or polyurethane of firm texture,except as otherwise specified. Bituminous fiber type will not be permitted. D Control Joint Former Continuous plastic insert strips with anchorage ribs located at the bottom and an enlarged upper portion that is readily removable without damage to the concrete, and is sized to form sealant groove. Size to extend to at least 1/4 slab depth. E Backing Rod. Extruded closed-cell polyethylene foam rod, compatible with joint sealant materials used, with a tensile strength not less than 40 psi, and compression deflection approximately 25 percent at 8 psi. Size: 1/8-inch larger in diameter than joint width, except use one-inch diameter rod for 3/4-inch wide joints. F Bond Breaker "Super Bond Breaker"manufactured by Burke Company,San Mateo, California, "Select Cure CRB", manufactured by Select Products Co., Upland, California,or equal acceptable to the Engineer Bond breaker shall contain a fugitive dye so areas of application will be readily distinguishable. 03320-5 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES G Slip Dowels. Smooth epoxy-coated bars conforming to ASTM A775 H PVC Tubing: ASTM D2241, Schedule SDR 13.5 2.05 RESILIENT WATERSTOP A Resilient waterstop, where called for on the Drawings, shall be either a bentomte or adhesive type material. B Bentonite Waterstop 1 Material. 75 percent bentomte, mixed with butyl rubber-hydrocarbon containing less than 1 0 percent volatile matter, and free of asbestos fibers or asphaltics. 2. Manufacturer's rated temperature ranges: For application,5 to 125 degrees F, in service,-40 to 212 degrees F 3 Cross-sectional dimensions,unexpanded waterstop One inch by 3/4 inch. 4 Provide with adhesive backing capable of producing excellent adhesion to concrete surfaces. C Adhesive Waterstop 1 Adhesive waterstop shall be at least 2 inches in diameter and shall be Synko- Flex preformed plastic adhesive waterstop by Synko-Flex Products, Inc., or equal. The waterstop shall meet or exceed requirements of Federal Specification SS-S-210A. 2. The adhesive waterstop shall be supplied wrapped completely by a two part protective paper 3 The adhesive waterstop material shall have independent laboratory tests verifying that the material seals joints in concrete against leakage when subjected to a minimum of 30 psi water pressure for at least 72 hours. 4 Primer, to be used on hardened concrete surfaces, shall be provided by the same manufacturer as the waterstop material. 3.0 EXECUTION 3.01 INSTALLATION A Embed waterstops in concrete across joints as shown. Waterstops shall be continuous for the extent of the joint; make splices necessary to provide such continuity in accordance with manufacturer's instructions. Support and protect waterstops during construction operations, repair or replace waterstops damaged during construction. B Install waterstops in concrete on one side of joints, leaving other side exposed until the next pour When a waterstop will remain exposed for 2 days or more,shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete. 3.02 SPLICES IN WATERSTOPS 03320-6 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES A Splice waterstops by heat-sealing adjacent waterstop sections in accordance with the manufacturer's printed instructions. 1 Do not damage material by heat sealing. 2. Splice tensile strength. At least 60 percent of unspliced material tensile strength. 3 Maintain continuity of waterstop ribs and tubular center axis. B Butt end-to-end joints of 2 identical waterstop sections may be made in the forms during placement of waterstop material. Heat seal. C Prior to placement in formwork,prefabricate all waterstop jomts involving more than 2 ends to be joined together, an angle cut, an alignment change, or the joining of 2 dissimilar waterstop sections, allowing not less than 24-inch long strips of waterstop matenal beyond the joint. Upon inspection and approval by the Engineer, install prefabricated waterstop joint assemblies in formwork, and butt-weld ends of the 24- inch strips to the straight-run portions of waterstop in the forms. D Where a centerbulb waterstop intersects and is joined to a non-centerbulb waterstop, take care to seal the end of the centerbulb,usmg additional PVC material if needed. 3.03 JOINT CONSTRUCTION A Setting Waterstops. 1 Correctly position waterstops during installation. Support and anchor waterstops during progress of the work to ensure proper embedment in concrete. Locate symmetrical halves of waterstops equally between concrete pours at joints, with center axis comcident with joint openings. Thoroughly work concrete m joint vicinity for maximum density and imperviousness. 2. Flat-stnp waterstop Prevent folding over by concrete during placement. Unless otherwise shown, hold waterstops in place with wire ties on 12-inch centers passed through the waterstop edge and tied to reinforcing steel. a. Horizontal waterstops (with flat face m vertical plane) Hold in place by fastening upper waterstop edge to continuous supports. b Horizontal waterstops (with flat face in horizontal plane) Work concrete under waterstops by hand to eliminate air and rock pockets. 3 Place centerbulb waterstops in expansion joints centered on joint filler material. 4 Where a waterstop in a vertical wall joint does not connect with any other waterstop, and is not intended to be connected to a waterstop m a future concrete placement,terminate the waterstop 6 inches below the top of the wall. B Joint Location. Unless specifically noted otherwise,provide construction joints at 25- foot maximum spacing for concrete construction. Where joints are shown spaced greater than 40 feet apart,provide additional joints to maintain the 25-foot maximum spacing. Submit joint locations for review by the Engineer C Joint Preparation. Prepare surfaces in accordance with Section 03310 - Structural Concrete. Unless otherwise indicated,bonding is required at honzontal concrete joints 03320-7 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES in walls. Except on horizontal wall construction joints,wall-to-slab joints,or where otherwise shown or specified, at jomts where waterstops are required, coat the joint face of the first pour with bond breaker as specified. D Replacement of Defective Field Joints. Replace waterstop field joints showing evidence of misalignment,offset,porosity,cracks,bubbles,inadequate bond or other defects with products and joints complying with Contract Documents. E Construction Joint Sealant: 1 In water-bearing floor slabs and elsewhere where indicated, provide construction joints with tapered grooves filled with construction joint sealant. Leave groove- forming material in place until time grooves are cleaned and filled with joint sealant. After removing groove forms, remove laitance and fins and sand-blast the grooves. Allow grooves to dry thoroughly,then blow out, immediately prime surfaces,place bond-breaker tape in bottom of groove and fill with construction joint sealant. Use no sealant without a primer Completely fill sealant grooves. Thoroughly clean areas designated to receive sealant, as specified for tapered grooves,prior to sealant application. 2. Mix and install primer and sealant m accordance with manufacturer's printed instructions and recommendations. Do not coat sides of sealant groove with bond breaker,cunng compound or other substance which would interfere with proper sealant bond. Allow at least 7 days for sealant to achieve final cure before filling structure with water 3 Thoroughly and uniformly mix 2-part catalyst-cured material. 4 Remove and replace improperly cured sealants after the manufacturer's recommended curing time; thoroughly sandblast the groove to remove all traces of uncured or partially-cured sealant and primer,then re-prime and re- seal with specified sealant. F Resilient Waterstop 1 Install resilient waterstop in accordance with manufacturer's instructions and recommendations except as otherwise indicated and specified. 2. When requested by the Engineer, provide technical assistance by manufacturer's representative in the field at no additional cost to the Owner 3 Use resilient waterstop only where complete confinement by concrete is provided, do not use in expansion or contraction joints. 4 Where resilient waterstop is used in combination with PVC waterstop, lap resilient waterstop over PVC waterstop a minimum of 6 inches and place in contact with the PVC waterstop. Where crossing PVC at right angles, melt PVC ribs to form a smooth joining surface. 5 At the free top of walls without connecting slabs, stop the resilient waterstop and grooves (where used) 6 inches from the top m vertical wall joints. 6 Bentomte Waterstop a. Locate bentomte waterstop as near as possible to the center of the joint and extend continuous around the entire joint. Minimum distance from edge of waterstop to face of member 5 inches. b Where thickness of the concrete member to be placed on the bentomte waterstop is less than 12 inches,place waterstop in grooves at least 3/4 03320-8 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES inch deep and 1-1/4 inches wide formed or ground into the concrete. Minimum distance from edge of waterstop placed in groove to face of member 2.5 inches. c. Do not place bentonite waterstop when waterstop material temperature is below 40 degrees F Waterstop material may be warmed so that it remains above 40 degrees F during placement but means used to warm it shall m no way harm the material or its properties. Do not install waterstop where air temperature falls outside manufacturer's recommended range. d. Place bentonite waterstop only on smooth and uniform surfaces;grind concrete smooth if necessary to produce satisfactory substrate,or bond waterstop to irregular surfaces using an epoxy grout which completely fills voids and irregularities beneath the waterstop material. Prior to installation, wire brush the concrete surface to remove laitance and other substances that may interfere with bonding of epoxy e. In addition to the adhesive backing provided with the waterstop,secure bentonite waterstop in place with concrete nails and washers at 12-inch maximum spacing. 7 Adhesive Waterstop a. Thoroughly clean the concrete surface on which the waterstop is to be placed with a wire brush and coat with primer b If the surface is too rough to allow the waterstop to form a complete contact, grind to form an adequately smooth surface. c. Install the waterstop with the top protective paper left in place. Overlap joints between strips a minimum of 1 inch and cover back over with the protective paper d. Do not remove protective paper until just before final formwork completion. Concrete shall be placed immediately The time that the waterstop material is uncovered pnor to concrete placement shall be minimized and shall not exceed 24 hours. G Control Joints. 1 Where indicated, form in slabs by sawcutting, preformed plastic inserts or other means acceptable to the Engineer Minimum insert or sawcut: 1/4 slab depth. 2. Perform sawcutting during the curing period as soon as possible after concrete has reached its final set,has attained sufficient strength to support sawcutting operations without damage, and while it remains fully saturated. 3 Leave the removable portion of plastic inserts in place and protect sawcuts against damage and intrusion of foreign material until the end of the curing penod and until concrete has dried sufficiently to allow sealant installation. 4 Sealant Installation. Blow foreign material from formed or sawcut space. Insert a foam backer rod to form a sealant depth equal to the width of the space but not less than 3/8 inch. Install sealant as specified elsewhere m the Contract Documents. END OF SECTION 03320-9 of 9 CITY OF PEARLAND STRUCTURAL GROUT Section 03600 STRUCTURAL GROUT 1.0 GENERAL 1.01 SECTION INCLUDES A Non-shrink grout used wherever grout is shown m the Documents,unless another type is specifically referenced. Two classes of non-shrink grout (Class I and II) and areas of application are specified. 1.02 UNIT PRICES A Include the cost for grout in the lump sum for each structure in which it will be used.No separate payment will be made for grout. B Measurement for extra grout (Class I and II) is on cubic foot basis. Payment includes associated work performed in accordance with related sections included in the Contract Documents. C Refer to Section 01200 -Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Conform to Section 01350 - Submittals. B Quality Control. 1 The Contractor shall submit manufacturer's literature certifying compliance with the specified properties for Class I and II grouts. 2. The Contractor shall submit manufacturer's literature containing instructions and recommendations on the mixing, handling,placement and appropriate uses for each type of grout used in the work. C The Contractor shall submit manufacturer's wntten warranty as specified. 1.04 QUALITY ASSURANCE A Field Tests. 1 Compression test specimens will be taken during construction from the first placement of each type of grout, and at intervals thereafter as selected by the Engineer to ensure continued compliance with these Specifications. The specimens will be made by the Engineer or its representative. 2. Compression tests and fabrication of specimens for non-shrink grout will be performed as specified in ASTM C109 at intervals during construction as selected by the Engineer A set of three specimens will be made for testing at 7 days, 28 days, and each additional time period as appropriate. 03600-1of 4 CITY OF PEARLAND STRUCTURAL GROUT 3 Grout already placed which fails to meet the requirements of these Specifications is subject to removal and replacement no additional cost to the Owner 4 The cost of laboratory tests on grout will be borne by the Owner, but the Contractor shall assist the Engineer m obtaining specimens for testing. However, the Contractor shall be charged for the cost of any additional tests and investigation on work performed which does not meet the Specifications. The Contractor shall supply materials necessary for fabncating the test specimens. B Warranty 1 Provide 1-year warranty for work provided under this Section. 2. Manufacturer's warranty shall not contain a disclaimer limiting responsibility to only the purchase price of products or materials furnished. 3 Manufacturer shall warrant participation with Contractor in replacing or repairing grout found to be defective due to faulty materials, as determined by industry standard test methods. 2.0 PRODUCTS 2.01 APPLICATION A The followmg is a listing of typical applications and the corresponding type of grout which is to be used. Unless indicated otherwise,grouts shall be provided as listed below whether or not called for on the Drawings. Application. Type of Grout: Structural member base plates Non-shrink Class II Storage tanks and other equipment Non-shrink Class I Filling blockout spaces for embedded Non-Shrink Class II(Class I items such as railing posts, gate guide where placement time frames etc. exceeds 15 minutes) Under precast concrete elements Non-shrink Class I Toppings and concrete fill less than 3 Concrete Topping per inches thick Section 03310 Toppings and concrete fill greater than Concrete Fill per Section 3 inches thick 03310 Any application not listed above, where Non-shrink Class I,unless grout is called for on the Drawings noted otherwise 2.02 PREPACKAGED GROUTS A Basic Requirements for Cementitious Non-Shrink Grout 1 Provide prepackaged non-shrink grout that is inorgamc, flowable, non-gas- liberating,non-metallic, and cement-based,requiring only the addition of water 03600-2of 4 CITY OF PEARLAND STRUCTURAL GROUT 2. Deliver grout in ongmal packaging with manufacturer's instructions printed on each container 3 Select the specific formulation for each class of non-shrink grout specified to conform to that recommended by the manufacturer for the particular application. 4 Compressive strength at 28 days: 7000 psi minimum. 5 Do not use a grout for which the non-shrink property is based on a chemically generated gas or gypsum expansion. B Class I Non-Shnnk Grout: 1 Supply Class I Grout conforming to these specifications and to CRD-C621 and ASTM C1107 Grade C and B(as modified below)when tested using the amount of water needed to achieve the following properties a. Fluid consistency(20 to 30 seconds)per CRD-C611 at initial testing. b Fluid consistency (45 seconds) per CRD-C611 at 30 minutes after mixing. c. At temperatures of 45, 73 4, and 95 degrees F 2. To satisfy non-shrink requirements,the length change from placement to time of final set shall not have a shrinkage greater than the amount of expansion measured after final set at 3 and 14 days. The expansion at 3 and 14 days shall not exceed the 28-day expansion. 3 Fluid grout shall pass through the flow cone,with a continuous flow, 1 hour after mixmg. 4 Demonstrate in tests that grout mamtains contact with the baseplate to provide an minimum effective bearing area of 95 percent of the gross contact area after final set. 5 The grout packaging shall list weight,maximum amount of mixing water to be used, maximum usable working time (pot life) at flowable consistency, and temperature restrictions for preparation and placement within which grout will meet specified requirements. C Class II Non-Shnnk Grout: 1 Supply Class II Grout confirming to ASTM C1107 and the followmg requirements when tested using the amount of water needed to achieve the following properties- a. Flowable consistency 140 percent flow on ASTM C230,five drops in 30 seconds. b Fluid working time: 15 minutes,minimum. c. Flowable duration. 30 minutes, minimum. 2. When tested, the grout shall not bleed at maximum allowed water 2.03 CURING MATERIALS A Curing materials. As specified in Section 03300 - Cast-In-Place Concrete and as recommended by the manufacturer of prepackaged grouts. 03600-3of 4 CITY OF PEARLAND STRUCTURAL GROUT 2.04 CONSISTENCY A Mix grouts to the consistency necessary to completely fill the space to be grouted. Dry pack consistency is such that the grout is plastic and moldable but will not flow Where "dry pack" is called for in the Contract Documents, it shall mean a grout of that consistency; the type of grout to be used shall be as specified herein for the particular application. 3.0 EXECUTION 3.01 PREPARATION A Verify that base concrete or masonry has attained design strength before grout is placed. B When cementitious grouts are used on concrete surfaces, saturate the concrete surface with water for 24 hours prior to placement of cement-based grout. Upon completion of saturation period remove excess water prior to grouting. 3.02 GROUTING PROCEDURES A Prepackaged Grouts. Perform mixing, surface preparation, handling, placing, consolidation,curing,and other means of execution for prepackaged grouts accordmg to the written instructions of the manufacturer Use prepackaged materials m the quantities and proportions as directed by the manufacturer unless there is certified test data verifying that the specified properties are attained by modified mix. 3.03 CONSOLIDATION A Place grout in such a manner,for the consistency necessary for each application,so as to assure that the space to be grouted is completely filled. END OF SECTION 03600-4of 4 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION Section 03700 CONCRETE REPAIR AND REHABILITATION 1.0 GENERAL 1.01 SECTION INCLUDES A Repair of cracks,holes and surface defects,and repair of deteriorated concrete surfaces. B Installation of embedded items into existing concrete. 1.02 UNIT PRICES A Measurement for repair materials is on a lump-sum basis for each structure as bid. Payment includes work performed on these structures m accordance with related sections included in the Contract Documents. B Measurement for extra removal of deteriorated concrete and placement of repair mortar is on a cubic-foot basis. Measurement for other repair materials is as defined in the appropnate related sections. Payment includes associated work performed m accordance with related sections included in the Contract Documents. C Refer to Section 01200- Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Under provisions of Section 01350 - Submittals, submit manufacturer's product information, installation instructions and recommendations, and certification of compliance with required properties for all repair materials. 1.04 REPAIR SCOPE A Patch and fill opemngs in existing concrete indicated to be patched or filled. B Patch, fill holes in and otherwise repair damage to concrete and concrete surfaces resulting from removal of penetrating pipes and other embedded items,from installation of pipes or other items embedded in or passed through concrete, and from other construction activities. C Crack Repair Repair the full length of cracks in concrete members in new structures,and m existing structures as follows. D Deteriorated Concrete: 1 Repair interior concrete surfaces showing signs of deterioration in the followmg existing structures. 03700-1 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION 2. The level of deterioration of the concrete vanes within each of the listed structures. For bidding purposes, average depth of deteriorated concrete walls and undersides of top slabs is assumed to be one inch. Repair for the portion exceeding one inch in depth, as measured from the existing wall surface,will be paid as extra work as defined above. E Make other repairs to existing structures as follows. 1.05 QUALITY ASSURANCE A Field Tests of Cement-based Grouts- 1 Compression test specimens will be prepared during construction by the Engineer, or Engineer's authorized representative, from the first placement of each type of mortar or grout, and at intervals thereafter as determined by the Engineer,to ensure continued compliance with these specifications. 2. Specimen preparation and compression testing for repair mortar and,non-shrink grout will be performed as specified in ASTM C109 A set of three specimens will be made for testing at 7 days,28 days,and additional testing as appropriate. 3 Material failing to meet Contract requirements is subject to removal, and replacement with new matenal meeting requirements,at no additional cost to the Owner 4 Cost of laboratory tests on mortar and grout will be borne by the Owner,except Contractor shall pay for tests failed, and additional testing and investigation work performed because of work not meetmg Contract requirements. 5 Contractor shall supply all materials necessary for fabricatmg test specimens and assist the Engineer in obtaining specimens for testing. B Repair concrete shall be tested as required in Section 03300 -Cast-in-Place Concrete. C Epoxy grout shall be tested as required in Section 03600 - Structural Grout. D Chemical Grout: 1 Installer A waterproofing contractor with a minimum of 3 years experience in the installation of chemical grout systems as specified herein, and shall be certified or approved by the manufacturer 2. Waterproofing contractor shall submit a list of 5 previous jobs successfully completed by that firm that successfully utilized the specified chemical grout system. E Construction Tolerances As specified in Section 03300 03700-2 of 11 CITY OFPEARLAND CONCRETE REPAIR AND REHABILITATION 2.0 PRODUCTS 2.01 REPAIR MORTAR A Repair Mortar Prepackaged polymer-modified cement-based product specifically formulated for repair of surface defects in concrete,having the following properties. Physical Property Value ASTM Standard Compressive Strength(minimum) C109 1 day 2000 psi 28 day 6000 psi Bond Strength(minimum) C882 (modified) 1 day 1200 psi 7 day 2000 psi B Manufacturer and Product: Emaco by Master Builders, SR93 by Euclid Chemical Company, Sikacem by Sika Corporation, Five Star Structural Concrete by Five Star Products, Inc., or equal. Where the manufacturer offers products in formulations intended for specific application conditions such as overhead and shotcrete application, use the formulation recommended by the manufacturer for the condition required. C Minimum Repair Thickness. 0.50 mch. 2.02 NON-SHRINK GROUT A Non-shrink Grout: Comply with requirements of Section 03600- Structural Grout. 2.03 CONCRETE MATERIALS A Cement: Type II portland cement,unless indicated otherwise. Where repairs are made on wall surfaces exposed to view and above normal water surface elevation,blend white Portland cement with Type II cement as needed to match the color of adjacent existing concrete surface. B Repair Concrete: Class A(4000 psi)concrete with one-inch maximum coarse aggregate, complying with Section 03300- Cast-in-Place Concrete; minimum repair thickness,2 inches. C Cement Grout: Comply with Section 03600 - Structural Grout; minimum repair thickness, one mch. D Curing Materials, Bonding Agents and other Miscellaneous Materials. Comply with Section 03300 - Cast-in-Place Concrete. 03700-3 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION 2.04 AGGREGATE A Aggregate for Extending Repair Mortar and Non-shrink Grout Products.3/8 inch clean, washed gravel or crushed stone complying with Section 03300-Cast-in-Place Concrete. 2.05 CHEMICAL GROUT A Chemical Grout: Hydrophobic urethane or polyurethane material of low viscosity suitable for pumped injection into cracks, which reacts with water to form a closed-cell foam matenal that completely fills and seals all cracks against leakage. Cured material shall remain elastic and maintain an expansive pressure through repeated wet-dry cycles. B Manufacturer and Product: Scotch Seal 5600 by the Adhesives, Coatings, and Sealers Division of 3M Products; Flex LV by De Neef America, Inc., SikaFix by Sika Corporation, or equal. Use different formulations in the same family of materials, accelerators, and other materials necessary for installation where recommended by the manufacturer for specific application conditions. C Reacted and cured chemical grout shall be resistant to organic solvents,mild acids,alkali and micro-organisms. Cured matenal shall be approved for use with potable water by the appropnate federal, state or local government agency 2.06 EPDXY PRODUCTS A Epoxy Grout: Comply with Section 03600 - Structural Grout, modified as specified herein. B Epoxy for Crack Injection. ASTM C881,Type IV, low viscosity,moisture-msensitive material specifically formulated for that use; 2500 psi minimum bond strength when tested in accordance with ASTM C882 at 14 days, moist cured. 2.07 SEALANT A Sealant: 2-part polyurethane complying with Section 03300 2.08 FORMWORK A Formwork,Where Needed. Comply with Section 03300. 2.09 REINFORCEMENT A Reinforcement, Where Required. Comply with Section03300 2.10 RESILIENT WATERSTOP A Resilient Waterstop Comply with Section 03300 03700-4 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION 3.0 EXECUTION 3.01 PREPARATION AND CURING A Where repairs are made on wall surfaces exposed to view and above normal water surface elevation,installed repair material shall match adjacent concrete surface in color B Surface Preparation. 1 Clean entire area to be repaired of laitance, foreign material and loose or deteriorated concrete by chipping,hydroblasting or sandblasting;further roughen surfaces as specified herein. Where non-shrink grout or repair mortar is used, perform any additional surface preparation steps recommended by the manufacturer 2. Where cementitious repair materials are used,maintain surfaces to be repaired in a saturated surface dry condition and prevent concrete from drying until repair operations are completed. Re-wet surfaces to be repaired by water spray on at least a daily basis. Remove standing water in areas to be repaired prior to placement of repair material. Provide means to remove excess water from the structure. 3 Where repair material manufacturer recommends use of an epoxy bonding agent, follow recommendations of both the repair material and epoxy bonding agent manufacturers. C Fully consolidate repair material, completely filling all portions of areas to be filled. D Bring repair surfaces into alignment with adjacent existing surfaces to provide uniform, even surfaces. Unless indicated otherwise,repair surfaces shall match adjacent existing surfaces in texture and receive coatings or surface treatments provided for adjacent existing surfaces. E Curing: 1 Cure repair mortar and non-shrink grout according to manufacturer's recommendations, except that minimum cure period shall be 3 days. 2. Cure other materials in accordance with Section 03370- Concrete Curing. 3 If manufacturer recommends use of a curing compound, use no material that would interfere with the bond of any coating or adhesive required to be applied to the surface. 3.02 TREATMENT OF SURFACE DEFECTS A Definition-Surface Defects.Depressions in concrete surfaces not extending all the way through a member, caused by physical damage,unrepaired rock pockets created during original placement, spalling due to corroded remforcmg steel or other embeds, or removal of embedded items or intersecting concrete members. B Preparation. 1 Remove loose, damaged concrete by chipping to sound material. 03700-5 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION 2. Where existing reinforcing bars are exposed,remove concrete at least one inch deep all around the exposed bars. If the existing bars are cut through,cracked,or cross-sectional area is reduced by more than 25 percent, notify the Engmeer - immediately C Repair Material. 1 Use only repair mortar to repair surface defects in members normally in contact with water or soil, and defects.in interior surfaces of structures which are intended to contain water. 2. Repair of other surface defects may be by application of repair mortar, repair concrete or cement grout, as appropriate. 3.03 PATCHING OF HOLES IN CONCRETE A General. 1 Definition - Holes. For the purposes of this section, holes are defined as penetrations completely through a concrete member, with interior surfaces approximately perpendicular to the surface of the existing member Chip interior surface areas which are inclined and do not meet this cnterion as necessary to meet this requirement. 2. Perimeter of holes at the surface shall form a regular shape composed of curved or straight line segments. Provide at least the minimum placement depth specified for the material used at all locations. Score existing concrete by sawcutting and chip as needed to meet this requirement. 3 Roughen the interior surface of holes less than 12 inches m diameter to at least 0 125 mch amplitude. Roughen larger holes to at least 0.25 inch amplitude. 4 At holes not filled with repair mortar or non-shrink grout, and where otherwise recommended by the repair material manufacturer, coat existing surfaces to be repaired with epoxy bonding agent. 5 Where a surface of a member is exposed to view and the repair material cannot be adjusted to match the color of the existing concrete, hold back the repair material 2 inches from the surface. Fill the remaining 2 inches with color- adjusted cement grout. Roughen the surface of the repair material when placed to improve bond with the cement grout. B Patching Small Holes. 1 Fill holes less than 12 inches in least dimension and extending completely through concrete members with repair mortar or non-shank grout. 2. Fill holes in members normally in contact with water or soil with Class I non- shrink grout m accordance with Section 03600 - Structural Grout. C Patching Large Holes. 1 Fill holes larger than 12 inches in least dimension with repair concrete, repair mortar or non-shrink grout. 03700-6 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION 2. Provide large holes normally in contact with water or soil and not filled with Class I non-shrink grout with resilient waterstop placed in a groove approximately 0.25 inch deep ground into the interior edge of the hole at the center of the wall providing a smooth surface in which to place the resilient waterstop.Alternatively,bond bentomte waterstop to the surface using an epoxy grout which completely fills all voids and irregularities beneath the waterstop material.Install waterstop in accordance with Section 03320-Joints in Concrete Structures. 3 Provide reinforcing steel in layers matching existing reinforcement locations, except provide concrete cover required by the Contract Documents for the applicable service condition. 4 For holes smaller than 48 inches,reinforcement shall be at least#5 bars on 12 inch centers in each layer required. At all holes larger than 30 inches, drill and grout the reinforcement into the existing concrete. 5 For holes larger than 48 inches, see the drawings for remforcement details. 3.04 PATCHING OF LINED HOLES A These provisions apply to openings which have embedded material over all or a portion of the inside edge. Requirements for repairing holes in concrete specified above shall apply as modified herein. The Engineer will determine when the embedded material is allowed to remain. B Where embedded material is allowed to remain,trim it back a minimum of 2 inches from the concrete surface. Roughen or abrade the embedded material to promote good bonding to the repair material. Completely remove any substance that interferes with good bonding. C Completely remove embedded items not securely and permanently anchored in the concrete. D Completely remove embedded items larger than 12 inches in least dimension unless composed of a metal to which reinforcing steel can be welded. Where reinforcement is required, weld it to the embedded metal. E The following additional requirements apply to concrete in contact with water or soil. 1 Fill lined openings less than 4 inches in least dimension with epoxy grout. 2. Coat lined openings greater than 4 inches but less than 12 inches m least dimension with an epoxy bonding agent prior to filling with Class I non-shnnk grout. 3 Coat lined opemngs greater than 12 inches in least dimension with an epoxy bonding agent and bond bentomte waterstop to the interior of the opening prior to filling with approved repair material. 3.05 INSTALLATION OF PIPES AND FRAMES A The following applies to installation of permanent pipes and frames m openings cut into existing concrete members. 03700-7 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION B Cut opening to a size which is a minimum of one inch and a maximum of 3 inches larger than the outside edge of the embedded item. At openings with sharp corners,take care not to sawcut beyond the opening so as to damage existing remforcmg bars. At openings which are greater than 24 inches in least dimension,chip a keyway into the center of the wall. Keyway shall be at least 1.5 inches m depth and from 3 inches to 1/3 the member thickness in width. All surfaces except at the keyway shall be perpendicular to the member surface as specified herein for patching holes. C Provide embedded items with a flange or other positive means of anchorage to repaired members. At members m contact with soil or water, provide contmuous waterstop flanges around embeds Where concrete pipe will be embedded, provide resilient waterstop around pipe at wall centerline. D Roughen the interior surface of openings to at least 1/4 inch amplitude. Sandblast the embed surface to be in contact with concrete clean to promote good bonding to the repair material. E Fill the space between the frame and the existing concrete with Class I non-shrink grout. F Where surface of a member is exposed to view and the repair matenal cannot be adjusted to match the color of the existing material,hold back the repair material 2 inches from the surface. Fill the remaining 2 inches with color-adjusted cement grout. 3.06 NON-FIXED INSTALLATION OF PIPES A The following applies to installation through existing concrete of piping to be sealed with adjustable linked seals, resilient connectors, or packing and sealant. When more appropriate,the Engineer may require installation of a sleeve instead of the core-drilled hole specified herein. B Size core-drilled opening to permit installation of the required seal, locate to minimize cutting of existing remforcing steel. C Where linked or resilient seals are to be installed,coat the interior surface of the opening with epoxy at least 1/8 inch thick for a smooth and even surface promoting a good seal. D Where packing and sealant are required, seal exposed reinforcing bars with at least an 1/8-inch thick layer of epoxy extending 1/2 inch beyond the bars on all sides. Prepare the surface of the cut concrete and the pipe as recommended by the sealant manufacturer 3.07 GENERAL CRACK REPAIR A Repair cracks identified by the Engmeer as caused by shrinkage or thermal movement by injection with chemical grout as specified herein. B Repair cracks not caused by shrinkage or thermal movement by epoxy injection or as otherwise directed by the Engineer 03700-8 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION 3.08 CHEMICAL GROUT CRACK REPAIR A Inject chemical grout into all cracks as directed by the Engineer in those structures included in the scope of work listed herein in accordance with the chemical grout manufacturer's installation instructions and recommendations. B Location of Injection Ports.Locate injection ports as recommended by the chemical grout manufacturer and as needed to insure complete penetration of the joint or crack with the grout. Spacing of injection ports shall not exceed 2 feet. C Drilling Ports. Drill holes for injection ports to the depth needed for proper distribution of the chemical grout. Take care to not damage any reinforcing steel. D Port preparation. Clean holes for injection ports of all debris and fit with an injection fitting as provided by the manufacturer of the chemical grout, or equal.Install injection fittings in accordance with manufacturer's instructions, allow fittings to remain in place until chemical grout injection work is complete in that area. Install caps or valves at injection ports to prevent back flow of uncured chemical grout after it has been injected. E Chemical Grout Injection. 1 Follow instructions and recommendations of the chemical grout manufacturer and its representatives for chemical grout mixing and injection procedures. 2. Seal cracks at the surface where needed to assure complete penetration of injected chemical grout and prevent loss of material. 3 Prior to chemical grout injection,inject water into ports to provide water for the reaction process,flush out foreign matter and verify continuity between adjacent ports. Inject water into each port until it begins to flow from an adjacent or nearby port. 4 If the water injection procedure mdicates thepotential presence of voids within members or behind members resting against soil, notify the Engineer immediately 5 Beginning at the lowest injection port,inject chemical grout until the grout begins to flow from an adjacent or nearby port. Repeat the process until the crack is completely filled. In general, port-to-port travel of the injection process will be from low to high in a continuous operation. 6 If port-to-port continuity does not occur at locations where continuity was verified through water injection,mark location and notify the Engineer 7 Avoid sudden application of high pressure during the injection process. 8. After completion of the grouting operation,remove all ports and surface sealing materials leaving an undamaged surface. 3.09 EPDXY CRACK REPAIR A Inject epoxy into all cracks in damaged concrete as mdicated by the Engineer in structures included m the scope of work listed herein.Follow installation mstructions and recommendations of the epoxy manufacturer 03700-9 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION B Inject cracks with sufficient pressure to ensure full penetration of epoxy but without causing further damage. C Location,drilling and preparation of ports for injection.As specified for chemical grout herein. D Epoxy Injection. 1 Follow instructions of the epoxy manufacturer and its representatives for all mixing and injection procedures. 2. Seal all cracks at the surface where needed to provide for complete penetration of the injected epoxy and to prevent loss of material. 3 Beginning at the lowest mjection port, inject the epoxy until it begins to flow from an adjacent or nearby port. Repeat the process until the crack is completely filled. 4 If port-to-port continuity does not occur, mark the location and notify the Engineer 5 Avoid sudden application of high pressure during the injection process. 6 After completion of injection operations, remove all ports and surface sealing materials to leave an undamaged surface. 3.10 REPAIR OF DETERIORATED CONCRETE A These provisions pertain to concrete damaged by abrasion,chemical attack or corrosion of reinforcing steel. The only material acceptable for surface repair is repair mortar as specified herein. Where the repaired surface is to be subsequently covered with a PVC liner or other protective material, coordinate finishing details with the liner material manufacturer B Surface Preparation. 1 Remove loose, broken, softened and acid-contaminated concrete to sound, uncontaminated concrete. 2. Notify the Engineer when removal of deteriorated concrete is complete.Schedule two weeks for the Engineer to inspect the surface, perform testing for acid contamination,determine if additional concrete must be removed,and to develop any special repair details that may be needed. Should it be determined that additional concrete must be removed to reach sound,uncontaminated material, schedule another two week period for further evaluation after completion of the additional removal. 3 Follow repair mortar manufacturer's instructions for additional surface preparation. C Repair Mortar Placement: 1 Follow manufacturer's recommendations for mixing and placement of repair mortar After the initial mixing of the repair mortar,do not add additional water to change the consistency should the mix begin to stiffen. 03700-10 of 11 CITY OF PEARLAND CONCRETE REPAIR AND REHABILITATION 2. Place repair mortar to the minimum thickness recommended by manufacturer but not less than 2 inch. Should there be areas where less than the minimum repair mortar depth of concrete is removed,Contractor may remove additional concrete to attain the minimum repair mortar thickness or may place repair mortar so as to mcrease the original thickness of the member In any case, add repair mortar so that minimum cover over existing reinforcing steel is 2 inches. Do not place repair mortar so as to create locally raised areas. Where there is a transition with wall surfaces which are not in need of repair, do not feather the repair mortar at the transition. Sawcut a score line to not less than the minimum repair mortar depth and chip concrete out to it to form the transition. Take care not to cut or otherwise damage reinforcing steel. 3 Finish repair mortar in an even, uniform plane to restore the member to its original surface.Out-of-plane tolerance:No localized depressions or projections; 0.25 inch maximum gap between repair mortar surface and a 10-foot straight edge in any orientation at any location. D Finishing: 1 Apply a smooth magnesium float finish to repair mortar 2. When completed.No sharp edges.Exterior corners,such as at penetrations.One- inch radius.Interior corners: Square, except 2-inch repair mortar fillet at corners to receive PVC lining. END OF SECTION 03700-11 of 11 SIGNALIZATION SPECIFICATIONS GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS FOR TRAFFIC SIGNAL CONSTRUCTION ALL TEXAS DEPARTMENT OF TRANSPORTATION (TxDOT) STANDARD SPECIFICATIONS,SPECIAL SPECIFICATIONS,AND SPECIAL PROVISIONS APPLICABLE TO THIS PROJECT ARE IDENTIFIED AS FOLLOWS STANDARD SPECIFICATIONS ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION JUNE 1, 2004 ITEM 400 EXCAVATION AND BACKFILL FOR STRUCTURES ITEM 416 DRILLED SHAFT FOUNDATIONS ITEM 420 CONCRETE STRUCTURES ITEM 421 HYDRAULIC CEMENT CONCRETE ITEM 432 RIPRAP ITEM 440 REINFORCING STEEL ITEM 441 STEEL STRUCTURES BEM 442 METAL FOR STRUCTURES ITEM 445 GALVANIZING ITEM 448 STRUCTURAL FIELD WELDING 1mM 449 ANCHOR BOLTS ITEM 476 JACKING,BORING, OR TUNNELING PIPE OR BOX ITEM 531 SIDEWALKS ITEM 610 ROADWAY ILLUMINATION ASSEMBLIES ITEM 618 CONDUIT ITEM 620 ELECTRICAL CONDUCTORS ITEM 621 TRAY CABLE ITEM 624 GROUND BOXES HEM 628 ELECTRICAL SERVICES ITEM 636 ALUMINUM SIGNS TEEM 644 SMALL ROADSIDE SIGN SUPPORTS AND ASSEMBLIES TEEM 656 FOUNDATIONS FOR TRAFFIC CONTROL DEVICES ITEM 666 REFLECTORIZED PAVEMENT MARKINGS ITEM 672 RAISED PAVEMENT MARKERS ITEM 680 INSTALLATION OF HIGHWAY TRAFFIC SIGNALS ITEM 682 VEHICLE AND PEDESTRIAN SIGNAL HEADS ITEM 684 TRAFFIC SIGNAL CABLES ITEM 686 TRAFFIC SIGNAL POLE ASSEMBLIES (STEEL) ITEM 687 PEDESTAL POLE ASSEMBLIES HEM 688 PEDESTRIAN DETECTORS AND VEHICLE LOOP DETECTORS ADDENDUM NO 2 Revised November 17,2008 1 of 2 GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS FOR TRAFFIC SIGNAL CONSTRUCTION SPECIAL PROVISIONS WILL GOVERN AND TAKE PRECEDENCE OVER THE SPECIFICATIONS ENUMERATED HEREON WHEREVER IN CONFLICT HEREWITH. SPECIAL PROVISION 416---001 -Drilled Shaft Foundations SPECIAL PROVISION 440---001 -Reinforcing Steel SPECIAL PROVISION 441---002- Steel Structures SPECIAL PROVISION 620---001 -Electrical Conductors SPECIAL SPECIFICATIONS ITEM 4003 SCREW-IN TYPE ANCHOR FOUNDATIONS ITEM 6006 SPREAD SPECTRUM RADIOS FOR TRAFFIC SIGNALS ITEM 6013 ELECTRONIC COMPONENTS 1mM 6266 VIDEO IMAGING VEHICLE DETECTION SYSTEM DEPARTMENTAL MATERIAL SPECIFICATIONS DMS-11170, Fully Actuated,Solid-State Traffic Signal Controller Assembly CITY OF HOUSTON STANDARD SPECIFICATIONS ITEM 16724 EMERGENCY RESPONSE MANAGEMENT SYSTEM (ERMS) INTERSECTION COMPONENETS GENERAL. THE ABOVE-LISTED SPECIFICATION 1'1hMS ARE THOSE UNDER WHICH PAYMENT IS TO BE MADE.THESE,TOGETHER WITH SUCH OTHER PERTINENT ITEMS,IF ANY,AS MAY BE REFERRED TO IN THE ABOVE LISTED SPECIFICATION ITEMS,AND INCLUDING THE SPECIAL PROVISIONS LISTED ABOVE,CONSTITUTE'THE COMPLETE SPECIFICATIONS FOR THIS PROJECT ADDENDUM NO 2 Revised November 17,2008 2 of 2 GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS FOR TRAFFIC SIGNAL CONSTRUCTION ALL TEXAS DEPARTMENT OF TRANSPORTATION (TxDOT) STANDARD SPECIFICATIONS, SPECIAL SPECIFICATIONS,AND SPECIAL PROVISIONS APPLICABLE TO THIS PROJECT ARE IDENTIFIED AS FOLLOWS STANDARD SPECIFICATIONS ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION JUNE 1,2004 ITEM 400 EXCAVATION AND BACKFILL FOR STRUCTURES ITEM 416 DRILLED SHAFT FOUNDATIONS ITEM 420 CONCRETE STRUCTURES ITEM 421 HYDRAULIC CEMENT CONCRETE ITEM 432 RIPRAP ITEM 440 REINFORCING STEEL ITEM 441 STEEL STRUCTURES ITEM 442 METAL FOR STRUCTURES ITEM 445 GALVANIZING ITEM 448 STRUCTURAL FIELD WELDING ITEM 449 ANCHOR BOLTS ITEM 476 JACKING, BORING, OR TUNNELING PIPE OR BOX ITEM 610 ROADWAY ILLUMINATION ASSEMBLIES ITEM 618 CONDUIT ITEM 620 ELECTRICAL CONDUCTORS ITEM 621 TRAY CABLE ITEM 624 GROUND BOXES ITEM 628 ELECTRICAL SERVICES ITEM 636 ALUMINUM SIGNS ITEM 644 SMALL ROADSIDE SIGN SUPPORTS AND ASSEMBLIES ITEM 656 FOUNDATIONS FOR TRAFFIC CONTROL DEVICES ITEM 666 REFLECTORIZED PAVEMENT MARKINGS ITEM 672 RAISED PAVEMENT MARKERS ITEM 680 INSTALLATION OF HIGHWAY TRAFFIC SIGNALS ITEM 682 VEHICLE AND PEDESTRIAN SIGNAL HEADS ITEM 684 TRAFFIC SIGNAL CABLES ITEM 686 TRAFFIC SIGNAL POLE ASSEMBLIES (STEEL) ITEM 687 PEDESTAL POLE ASSEMBLIES ITEM 688 PEDESTRIAN DETECTORS AND VEHICLE LOOP DETECTORS 1 of 2 GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS FOR TRAFFIC SIGNAL CONSTRUCTION SPECIAL PROVISIONS WILL GOVERN AND TAKE PRECEDENCE OVER THE SPECIFICATIONS ENUMERATED HEREON WHEREVER IN CONFLICT HEREWITH. SPECIAL PROVISION 416---001 -Drilled Shaft Foundations SPECIAL PROVISION 440---001 -Reinforcing Steel SPECIAL PROVISION 441---002 - Steel Structures SPECIAL PROVISION 620---001 - Electrical Conductors SPECIAL SPECIFICATIONS ITEM 4003 SCREW-IN TYPE ANCHOR FOUNDATIONS ITEM 6006 SPREAD SPECTRUM RADIOS FOR TRAFFIC SIGNALS ITEM 6013 ELECTRONIC COMPONENTS ITEM 6266 VIDEO IMAGING VEHICLE DETECTION SYSTEM DEPARTMENTAL MATERIAL SPECIFICATIONS DMS-11170, Fully Actuated, Solid-State Traffic Signal Controller Assembly CITY OF HOUSTON STANDARD SPECIFICATIONS ITEM 16724 EMERGENCY RESPONSE MANAGEMENT SYSTEM (ERMS) INTERSECTION COMPONENETS GENERAL. THE ABOVE-LISTED SPECIFICATION ITEMS ARE THOSE UNDER WHICH PAYMENT IS TO BE MADE.THESE,TOGETHER WITH SUCH OTHER PERTINENT ITEMS,IF ANY,AS MAY BE REFERRED TO IN THE ABOVE LISTED SPECIFICATION ITEMS,AND INCLUDING THE SPECIAL PROVISIONS LISTED ABOVE,CONSTITUTE THE COMPLETE SPECIFICATIONS FOR THIS PROJECT 2 of 2 ITEM 400 EXCAVATION AND BACKFILL FOR STRUCTURES 400.1.Description.Excavate for placement and construction of structures and backfill structures. Cut and restore pavement. 400.2.Materials.Use materials that meet the requirements of the following Items: • Item 401,"Flowable Backfill" • Item 421,"Hydraulic Cement Concrete" • DMS-4600,"Hydraulic Cement" 400.3.Construction. A. Excavation. 1. General.Excavate to the lines and grades shown on the plans or as directed.Provide slopes,benching, sheeting,bracing,pumping,and bailing as necessary to maintain the stability and safety of excavations up to 5 ft.deep.Excavation protection for excavations deeper than 5 ft. are governed by Item 402,"Trench Excavation Protection,"and Item 403,"Temporary Special Shoring."Use satisfactory excavated material as backfill or as embankment fill in accordance with Item 132,"Embankment."Dispose of material not incorporated into the final project off the right of way in accordance with federal,state,and local regulations. When excavating for installation of structures across private property or beyond the limits of the embankment,keep any topsoil removed separate,and replace it,as nearly as feasible,in its original position.Restore the area to an acceptable condition. Excavate drilled shafts in accordance with Item 416,"Drilled Shaft Foundations." a. Obstructions.Remove obstructions to the proposed construction,,including trees and other vegetation, debris,and structures,over the width of the excavation to a depth of 1 ft.below the bottom of excavation.If abandoned storm drains,sewers,or other drainage systems are encountered,remove as required to clear the new structure,and plug in an approved manner After removing obstructions, restore the bottom of the excavation to grade by backfilling in accordance with this Item.Dispose of surplus materials in accordance with federal,state,and local regulations. b. Excavation in Streets.When structures are installed in streets,highways,or other paved areas,cut pavement and base to neat lines.Restore pavement structure after completion of excavation and backfilling. Maintain and control traffic in accordance with the approved traffic control plan and the TMUTCD c. Utilities.Comply with the requirements of Article 7 12,"Responsibility for Damage Claims."Conduct work with minimum disturbance of existing utilities, and coordinate work in or near utilities with the utility owners.Inform utility owners sufficiently before work begins to allow them time to identify, locate,reroute,or make other adjustments to utility lines. Avoid cutting or damaging underground utility lines that are to remain in place.If damage occurs, promptly notify the utility company If an active sanitary sewer line is damaged during excavation, provide temporary flumes across the excavation while open,and restore the lines when backfilling has progressed to the original bedding lines of the cut sewer. d. De-Watering.Do not construct or place structures in the presence of water unless approved.Place precast members,pipe,and concrete only on a dry,firm surface.Remove water by bailing,pumping, well-point installation,deep wells,underdrains,or other approved method. If structures are approved for placement in the presence of water,remove standing water in a manner that does not allow water movement through or alongside concrete being placed.Do not pump or bail while placing structural concrete or for a period of at least 36 hr thereafter unless from a suitable sump separated from the concrete work.Pump or bail during placement of seal concrete only to the extent necessary to maintain a static head of water within the cofferdam.Do not pump or bail to de-water inside a sealed cofferdam until the seal has aged at least 36 hr If the bottom of an excavation cannot be de-watered to the point that the subgrade is free of mud or it is difficult to keep reinforcing steel clean,place a stabilizing material in the bottom of the excavation. Stabilizing material may be flexible base,cement-stabilized base or backfill,lean concrete,or other approved material.If lean concrete is used,provide concrete with at least 275 lb.of cement per cubic yard,and place to a minimum depth of 3 in.Stabilizing material placed for the convenience of the Contractor will be at the Contractor's expense. 2. Bridge Foundations and Retaining Walls.Do not disturb material below the bottom of footing grade.Do not backfill to compensate for excavation that has extended below grade.If excavation occurs below the proposed footing grade,fill the area with concrete at the time the footing is placed.The additional concrete placed will be at the Contractor's expense. If requested,take cores to determine the character of the supporting materials.Provide an intact sample adequate to judge the character of the founding material.Take these cores when the excavation is close to completion. Cores should be approximately 5 ft.deeper than the proposed founding grade. If the founding stratum is rock or other hard material,remove loose material,clean,and cut to a firm surface that is level,stepped,or serrated,as directed.Clean out soft seams,and fill with concrete at the time the footing is placed. If the material at the footing grade of a retaining wall,bridge bent,or pier is a mixture of compressible and incompressible material,do not place the foundation until the Engineer has inspected the excavation and authorized changes have been made to provide a uniform bearing condition. 3. Cofferdams.The term"cofferdam"designates any temporary or removable structure constructed to hold surrounding earth,water,or both out of the excavation whether the structure is formed of soil,timber,steel, concrete, or a combination of these.Cofferdams may require the use of pumping wells or well points for de-watering. For sheet-pile or other types of cofferdams requiring structural members,submit details and design calculations bearing the seal of a licensed professional engineer for review before constructing the cofferdam.The Department reserves the right to reject designs.Design structural systems to comply with the AASHTO Standard Specifications for Highway Bridges or AASHTO LRFD Bridge Design Specifications Interior dimensions of cofferdams must provide sufficient clearance for the construction, inspection,and removal of required forms and,if necessary,sufficient room to allow pumping outside the forms.In general,extend sheet-pile cofferdams well below the bottom of the footings,and make concrete seals as well braced and watertight as practicable. For foundation seals,use Class E concrete unless otherwise specified.Place concrete foundation seals in accordance with Item 420,"Concrete Structures."Seals placed for the convenience of the Contractor will be at the Contractor's expense. When the Engineer judges it to be impractical to de-water inside a cofferdam and a concrete seal is to be placed around piling driven within the cofferdam,make the excavation deep enough to allow for swelling of the material at the base of the excavation during pile-driving operations.After driving the piling,remove swelling material to the bottom of the seal grade.Where it is possible to de-water inside the cofferdam without placing a seal,remove the foundation material to exact footing grades after driving piling.Do not backfill a foundation to compensate for excavation that has been extended below grade;fill such areas below grade with concrete at the time the seals or footings are placed. Unless otherwise provided,remove cofferdams after completing the substructure without disturbing or damaging the structure. 4. Culverts and Storm Drains.When the design requires special bedding conditions for culverts or storm drains,an excavation diagram will be shown on the plans.Do not exceed these limits of excavation. Unless otherwise shown on the plans,construct pipe structures in an open cut with vertical sides extending to a point 1 ft.above the pipe.When site conditions or the plans do not prohibit sloping the cut,the excavation may be stepped or laid back to a stable slope beginning 1 ft.above the pipe.Maintain the stability of the excavation throughout the construction period. For pipe to be installed in fill above natural ground,construct the embankment to an elevation at least 1 ft. above the top of the pipe,and then excavate for the pipe. a. Unstable Material.When unstable soil is encountered at established footing grade,remove the material to a depth of no more than 2 ft.below the grade of the structure unless the Engineer authorizes additional depth.Replace soil removed with stable material in uniform layers at most 8 in.deep(loose measurement).Each layer must have enough moisture to be compacted by rolling or tamping as required to provide a stable foundation for the structure. When it is not feasible to construct a stable foundation as outlined above,use special materials such as flexible base,cement-stabilized base,cement-stabilized backfill,or other approved material. b. Incompressible Material.If rock,part rock,or other incompressible material is encountered at established footing grade while placing prefabricated elements,remove the incompressible material to 6 in.below the footing grade,backfill with an approved compressible material,and compact in accordance with Section 400.3 C,"Backfill." B. Shaping and Bedding.For precast box sections,place at least 2 in. of fine granular material on the base of the excavation before placing the box sections.For pipe installations,use bedding as shown in Figure 1 Use Class C bedding unless otherwise shown on the plans.The Engineer may require the use of a template to secure reasonably accurate shaping of the foundation material.Where cement-stabilized backfill is indicated on the plans,undercut the excavation at least 4 in.and backfill with stabilized material to support the pipe or box at the required grade. B e - Outside diameter or D d horizontal dimension S. 27" 3" D - Inside diameter of pipe 30" to 60" 4" d - Min. bedding material below pipe > 66" 6" r // 12 in. Min. Fine Granular Fill Material 12 in. Mini .1,401 %a ,a Compacted ular 0.2 Be Min. P° G' o N�aatenrial d Class B / 7 Compacted lpacted / B Conc. CLASS A / 4 Min. V 41 Min. 0.5 Be A --= -8°% Min. 4/ :. c d Shaped 0.7 ` Subgrade CLASS B ��I12 in. 12 in. � Min. Min. d 41v Q 0/ Shaped Subgrade I. 0.6 Be CLASS C Figure 1 Bedding diagrams. C. Backfill. 1. General.As soon as practical,backfill the excavation after placement of the permanent structure.Use backfill free from stones large enough to interfere with compaction;large or frozen lumps that will not break down readily under compaction;and wood or other extraneous material.Obtain backfill material from excavation or from other sources. In areas not supporting a completed roadbed,retaining wall, or embankment,place backfill in layers at most 10 in.deep(loose measurement).In areas supporting a portion of a roadbed,retaining wall,or embankment,place backfill in uniform layers at most 8 in.deep(loose measurement).Compact each layer to meet the density requirements of the roadbed,retaining wall,embankment material,or as shown on the plans. Bring each layer of backfill material to the moisture content needed to obtain the required density Use mechanical tamps or rammers to compact the backfill.Rollers may be used to compact backfill if feasible. Cohesionless materials such as sand may be used for backfilling. Compact cohesionless materials using vibratory equipment,water-ponding,or a combination of both. 2. Bridge Foundations,Retaining Walls,and Box Culverts.Do not place backfill against the structure until the concrete has reached the design strength required in Item 421,"Hydraulic Cement Concrete." Backfill retaining walls with material meeting the requirements of Item 423,"Retaining Walls."Backfill around bridge foundations and culverts using material with no particles more than 4 in.in greatest dimension and with a gradation that permits thorough compaction.Rock or gravel mixed with soil may be used if the percentage of fines is sufficient to fill all voids and ensure a uniform and thoroughly compacted mass of proper density Where backfill material is being placed too close to the structure to permit compaction with blading and rolling equipment,use mechanical tamps and rammers to avoid damage to the structure. Avoid wedging action of backfill against structures.To prevent such action,step or serrate slopes bounding the excavation.Place backfill uniformly around bridge foundations.Place backfill along both sides of culverts equally and in uniform layers. The Engineer may require backfilling of structures excavated into hard,erosion-resistant material,and subject to erosive forces,with stone or lean concrete. Box culverts may be opened to traffic as soon as sufficient backfill and embankment has been placed over the top to protect culverts against damage from heavy construction equipment.Repair damage to culvert caused by construction traffic at no additional expense to the Department. 3. Pipe.After installing bedding and pipe as required,bring backfill material to the proper moisture condition and place it equally along both sides of the pipe in uniform layers at most 8 in.deep(loose measurement). Compact each lift mechanically Thoroughly compact materials placed under the haunches of the pipe to prevent damage or displacement of the pipe. Continue to place backfill in this manner to the top-of-pipe elevation.Place and compact backfill above the top of the pipe in accordance with Section 400.3 C.1, "General." The Engineer may reject backfill material containing more than 20%by weight of material retained on a 3-in. sieve;with large lumps not easily broken down;or that cannot be spread in loose layers.Material excavated by a trenching machine will generally meet the requirements of this Section as long as large stones are not present. , Where pipe extends beyond the toe of slope of the embankment and the depth of cover provided by backfill to the original ground level is less than the minimum required by the specifications for the type of pipe involved,place and compact additional material until the minimum cover has been provided. 4. Cement-Stabilized Backfill.When shown on the plans,backfill the excavation to the elevations shown with cement-stabilized backfill.Use cement-stabilized backfill that contains aggregate,water,and a minimum of 7%hydraulic cement based on the dry weight of the aggregate,in accordance with Tex-120-E. Use clean sand as aggregate for cement-stabilized backfill unless otherwise shown on the plans.Use only approved aggregate. Place cement-stabilized backfill equally along the sides of structures to prevent strain on or displacement of the structure.Fill voids when placing cement-stabilized backfill.Use hand operated tampers if necessary to fill voids. 5. Flowable Backfill.When shown on the plans,backfill the excavation with flowable backfill to the elevations shown.Prevent the structure from being displaced during the placement of the flowable fill,and prevent flowable fill from entering culverts and drainage structures. 400.4.Measurement.This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement"Additional measurements or calculations will be made if adjustments of quantities are required. A. Structural Excavation.Unless shown on the plans as a pay item,structural excavation quantities shown are for information purposes only When structural excavation is specified as a pay item,structural excavation for pipe headwalls,inlets, manholes,culvert or storm drain extensions less than 15 ft.long,bridge abutments,retaining walls,and side road and private entrance pipe culverts will not be measured.No allowance will be made for variance from plans quantity incurred by an alternate bid. When specified as a pay item,structural excavation will be measured by the cubic yard as computed by the average end areas method.Excavation diagrams on the plans take precedence over the provisions of this Article. 1. Boundaries of Measurement. a. Pipe. (1) Pipe up to 42 Inches.For pipe 42 in.or less in nominal or equivalent diameter,no material outside of vertical planes 1 ft.beyond and parallel to the horizontal projection of the outside surfaces of the pipe will be included. (2) Pipe Larger than 42 Inches.For pipes larger than 42-in.nominal or equivalent diameter,no material outside of vertical planes located 2 ft.beyond and parallel to the horizontal projection of the outside surfaces of the pipe will be included. Quantities for excavation in fill above natural ground include 1 ft.above the top of the pipe regardless of the height of completed fill.Excavation for pipe will be measured between the extreme ends of the completed structure including end appurtenances as shown on the plans and from centerline to centerline of inlets,manholes,etc. b. Structural Plate Structures.No material outside of vertical planes 3 ft.beyond and parallel to the horizontal projection of the outside surfaces of the structure will be included.When the quality of the existing soil or embankment is less than that of the proposed backfill material,the limits of measurement will be extended to vertical planes located 1/2 of the span beyond the horizontal projection of the outside surfaces of the structure. c. Footings,Walls,Boxes,and Other Excavation.No material outside of vertical planes 1 ft.beyond and parallel to the edges of the footings or outside walls will be included whether or not a cofferdam or shoring is used.When plans provide the option of cast-in-place or precast boxes,measurement will be based on the cast-in-place option. Where excavation in addition to that allowed for the footings is required for other portions of the structure,measurement for the additional excavation will be limited laterally by vertical planes 1 ft. beyond the face of the member and parallel to it,and vertically to a depth of 1 ft.below the bottom of the member d. Excavation near Roadways and Channels.At structure sites other than culverts and pipe excavations,the measurement of structural excavation will include only material below or outside the limits of the completed road or channel excavation.Roadway and channel excavation will be paid under Item 110,"Excavation."For culverts except side road and private entrance culverts,excavation within the limits of the structure and below or outside the limits of the completed roadway excavation will be measured as structural excavation. 2. Falsework.No measurement will be made for excavation necessary for placing forms or falsework that exceeds the limits given in Section 400 4.B 1,"Boundaries of Measurement." 3. Swelling.Measurement will not include materials removed below footing grades to compensate for anticipated swelling due to pile driving,nor will it include material required to be removed due to swelling beyond the specified limits during pile driving operations. 4. Cave-ins.Measurement will not include additional volume caused by slips,slides,cave-ins,silting,or fill material resulting from the action of the elements or the Contractor's operation. 5. Undercut.Where rock or other incompressible or unstable material is undercut to provide a suitable foundation for pipe or box sections,such material below grade directed to be removed will be measured for payment. 6. Grade Change.Additional measurement will be made of the volume of excavation involved in the lowering or raising of the elevation of a footing,foundation,or structure unit,when such grade change is authorized. B. Cement-Stabilized Backfill.Cement-stabilized backfill will be measured by the cubic yard as shown on the plans. C. Cutting and Restoring Pavement.Cutting and restoring pavement will be measured by the square yard as shown on the plans.Excavation below pavement or base will be measured as structural excavation of the pertinent type. 400.5.Payment. A. Structural Excavation.Unless specified as a pay item,structural excavation and backfill performed and material furnished in accordance with this Item will not be paid for directly but are subsidiary to pertinent Items. When structural excavation is specified as a pay item,the excavation and backfill work performed and materials furnished will be paid for at the unit price bid for"Structural Excavation,""Structural Excavation(Box)," "Structural Excavation(Pipe),"and"Structural Excavation(Bridge)."This price includes concrete to compensate for excavation that has extended below grade for bridge foundations and retaining walls,and backfilling and compacting areas that were removed as part of structural excavation. Cofferdams or other measures necessary for supporting excavations less than 5 ft.deep will not be measured or paid for directly but will be subsidiary to the Contract. Foundation seal concrete for cofferdams,when required by the Engineer,will be paid for as provided in the pertinent Items.If no direct method of payment is provided in the Contract,the work will be measured and paid for in accordance with Article 9 4,"Payment for Extra Work."Seal placed for the convenience of the Contractor will not be paid for Unless otherwise provided,stone or lean concrete backfill around structures as provided for in Section 400.3 C.2,"Bridge Foundations,Retaining Walls,and Culverts,"will be measured and paid for as extra work in accordance with Article 9 4 When structural excavation is specified as a pay item,a partial payment of 50%of the bid price will be made for structural excavation completed to the satisfaction of the Engineer but not backfilled.The remaining amount will be paid upon completion of backfilling.When the Contractor elects to excavate beyond plan requirements, no measurement will be made of the additional volume. B. Removal and Replacement of Unsuitable or Incompressible Material.Removal and replacement of material will be paid for if directed.Removal and replacement of material or placement of special material made necessary by the softening of founding material due to the Contractor's sequence of work or operation,will be at the Contractor's expense. Special material used or additional excavation made for the Contractor's convenience will not be paid for 1. Structural Excavation as a Pay Item.Where special materials are not required or specified,payment for the removal and replacement of unstable or incompressible material will be made at a price equal to 200% of the unit price bid per cubic yard for Structural Excavation.When the Contractor elects to remove and replace materialdeeper than directed,no measurement will be made on that portion below the directed elevation.This price is full compensation for removing the unstable or incompressible material,furnishing, hauling,placing,and compacting suitable replacement material,and equipment,labor,tools,and incidentals. When the plans specify or when the Engineer directs the use of special materials such as flexible base, cement-stabilized base,cement-stabilized backfill,or other special material,payment for excavation below footing grades will be made at the unit price bid for Structural Excavation.Payment for furnishing,hauling, placing,and compacting the flexible base,cement-stabilized base,cement-stabilized backfill,or other special materials will be made at the unit price bid for these items in the Contract,or,if the required material is not a bid item,in accordance with Article 9 4,"Payment for Extra Work" 2. Structural Excavation Not a Pay Item.Where special materials for backfill are not required or specified, payment for the authorized removal and replacement of unstable or incompressible material will be measured and paid for at$15 per cubic yard of material removed.This price is full compensation for removing the unstable or incompressible material,furnishing,hauling,placing,and compacting suitable replacement material, and equipment,labor,tools,and incidentals. When the plans specify or when the Engineer directs the use of special materials such as flexible base, cement-stabilized base,cement-stabilized backfill,or other special material,excavation below the footing grades will be paid for at$10 per cubic yard.Payment for furnishing,hauling,placing,and compacting the flexible base, cement-stabilized base,cement-stabilized backfill,or other special materials will be made at the unit price bid for these Items,or,if the required material is not a bid Item,in accordance with Article 9 4,"Payment for Extra Work." C. Lowering of a Structure Foundation.If the Engineer requires a structure foundation to be lowered to an elevation below the grade shown on the plans,overexcavation will be paid in accordance with Table 1 Table 1 Payment for Required Overexcavation Variance of revised Variance of revised Payment terms footing grade from footing grade from plan grade plan grade "Structural Excavation" "Structural is a bid item Excavation"is not a bid item Unit price equal to 115% Up to and including 5 ft. of unit price bid for $10 per cubic yard "Structural Excavation" Unit price equal to 125% Over 5 ft.up to 10 ft. of unit price bid for $12 per cubic yard "Structural Excavation" Over 10 ft. In accordance with Article 9 4,"Payment for Extra Work" D. Cement-Stabilized Backfill.Cement-stabilized backfill will be paid for at the unit price bid for"Cement Stabilized Backfill." E. Cutting and Restoring Pavement.Cutting and restoring pavement will be paid for at the unit price bid for "Cutting and Restoring Pavement."Work done to repair damage to base or pavement incurred outside the limits shown on the plans,or the limits authorized by the Engineer,will not be measured for payment. The unit prices bid are full compensation for excavation including removing obstructions and plugging drainage systems;bedding and backfilling including placing,sprinkling and compaction of material,soundings;cleaning and filling seams, constructing and removing cofferdams;de-watering,sheeting,or bracing excavations up to and including 5 ft.deep;pumps;drills;explosives;disposition of surplus material,cutting pavement and base to neat lines; and materials,hauling,equipment,labor,tools,and incidentals. Flowable backfill will be paid for as provided in Item 401,"Flowable Backfill."Protection methods for open excavations deeper than 5 ft.will be measured and paid for as required under Item 402,"Trench Excavation Protection,"or Item 403,"Temporary Special Shoring." ITEM 416 DRILLED SHAFT FOUNDATIONS 416.1.Description.Construct foundations consisting of reinforced or non-reinforced concrete drilled shafts with or without bell footings. 416.2.Materials.Use materials that meet the requirements of the following Items: • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcing Steel" • Item 448,"Structural Field Welding" Unless otherwise shown on the plans,use concrete for drilled shafts that meets the requirements of Table 1 Table 1 Concrete for Drilled Shafts Drilled Shaft Type Concrete Non-reinforced Class A Reinforced Class C Slurry and underwater concrete placement Class SS Use coarse aggregate Grade 4,5,or 6 for drilled shaft concrete in reinforced drilled shafts.Grade 2 or 3 may be used if the shaft is dry and reinforcing steel has a 5-in.minimum clear spacing. Use a water-reducing,retarding admixture in accordance with DMS-4640,"Chemical Admixtures for Concrete,"in all concrete when using casing that will be pulled or when placing shafts underwater or under slurry Use concrete with slump that meets the requirements of Table 2 as determined by Tex-415-A. Table 2 Slump Requirements Minimum Recommended Maximum Placement Type Acceptable Design and , Acceptable Placement Placement Placement Slump,in. Slump,in. Slump,in. Dry 5-1/2 6-1/2 7-1/2 Underwater and 7 8 9 under slurry When casing is to be pulled or when concrete is to be placed underwater or under slurry,perform a slump loss test in accordance with Tex-430-A before beginning work.Provide concrete that will maintain a slump of at least 4 in. throughout the entire anticipated time of concrete placement.Time of concrete placement is described in Sections 416.3.F,"Concrete,"and 416.3 G,"Additional Requirements for Slurry Displacement or Underwater Concrete Placement Methods."Note the temperature of the concrete mix at the beginning of the slump loss test.If concrete temperature at the time of placement into the drilled shaft is more than 10°higher than the slump loss test temperature,do not place the concrete.Use ice or other concrete cooling ingredients to lower concrete temperature, or run additional slump loss tests at the higher temperatures. Slump loss testing will be waived if anticipated time of concrete placement is less than 90 minutes. Use drilling slurry that meets the requirements of Table 3,as determined by Tex-130-E. Table 3 Slurry Requirements Before Introduction Sampled from the Bottom of the into the Excavation Excavation before Concreting Specific Sand Specific Viscosity Sand Gravity Content Gravity (seconds) Content 110 1% 115 45 6% Use mineral slurry consisting of processed bentonite or attapulgite clays mixed with clean fresh water.Do not use PHPA(partially hydrolized polyacrylamide)polymeric slurry or any other fluid composed primarily of a polymer solution. Before placing concrete,sample slurry from the bottom of the hole,and test it in accordance with Tex-130-E.Use a pump or air lift to remove slurry that does not meet the requirements of Table 3 while adding fresh clean slurry to the top of the hole to maintain the slurry level. Continue this operation until the slurry sampled from the bottom of the hole meets the requirements. 416.3.Construction.Place the shaft to within the following tolerances. • Vertical plumbness—1 in.per 10 ft.of depth. • Center of shaft located under column—1 in.of horizontal plan position. • Center of shaft located under footing—3 in.of horizontal plan position. Complete the embankment at bridge ends before installing drilled shafts that pass through the fill.Refer to Item 423, "Retaining Walls,"for provisions for drilled shafts passing through the structural volume of retaining walls. A. Excavation.The plans indicate the expected depths and elevations for encountering satisfactory bearing material.Excavate as required for the shafts and bell footings through all materials encountered to the dimensions and elevations shown on the plans or required by the site conditions.Removal of man-made obstructions not shown on the plans will be paid for in accordance with Article 9 4,"Payment for Extra Work." If satisfactory founding material is not encountered at plan elevation,adjust the bottom of the shaft or alter the foundation,as determined by the Engineer,to satisfactorily comply with design requirements.Blasting is not allowed for excavations. If caving conditions are encountered,stop drilling and adopt a construction method that stabilizes the shaft walls. Do not excavate a shaft within 2 shaft diameters(clear)of an open shaft excavation,or one in which concrete has been placed in the preceding 24 hours. Dispose of material excavated from shafts and bells and not incorporated into the finished project.Dispose of excavated material in accordance with the plans and with federal,state,and local laws. Provide suitable access,lighting,and equipment for proper inspection of the completed excavation and for checking the dimensions and alignment of shafts and bell excavation. B. Core Holes.If directed,take cores to determine the character of the supporting materials.Use a method that will result in recovery of an intact sample adequate for judging the character of the founding material.Such cores should be at least 5 ft. deeper than the proposed founding grade or a depth equal to the diameter of the shaft,whichever is greater Take these cores when the excavation is approximately complete. C. Casing.Use casing when necessary to prevent caving of the material or to exclude ground water Provide casing with an outside diameter not less than the specified diameter of the shaft.Use casing strong enough to withstand handling stresses and pressures of concrete and of the surrounding earth or water,and that is watertight,smooth,clean,and free of accumulations of hardened concrete. Drill the portion of the shaft below the casing as close as possible to the specified shaft diameter.The portion of shaft below the casing may be as much as 2 m. smaller than the specified shaft diameter Use construction methods that result in a minimal amount of disturbed soil being trapped outside the casing. This does not apply to temporary undersized casings used to protect workers inside shafts or to drilled shafts designed for point bearing only Do not leave any casing in place unless authorized or shown on the plans.Do not extract casing until after placing the concrete to an appropriate level.Maintain sufficient concrete in the casing at all times to counteract soil and water pressure.Before and during concrete placement,rotate or move the casing up or down a few inches if necessary to facilitate extraction of the casing. D. Requirements for Slurry Displacement Method.Unless otherwise shown on the plans,the slurry displacement method may be used to construct drilled shafts.Use this method to support the sides of the excavation with processed mineral slurry that is then displaced by concrete to form a continuous concrete shaft. Do not use casing other than surface casing.Do not use surface casing longer than 20 ft.without approval.Do not extract the surface casing until after placing the concrete. For slurry mixed at the project site,pre-mix it in a reservoir of sufficient capacity to fill the excavation and for recovery of the slurry during concrete placement.Do not mix slurry in the shaft excavation or other hole.Allow adequate time for hydration of the slurry prior to introduction into the excavation. During and after drilling maintain a head of slurry in the shaft excavation at or near ground level or higher as necessary to counteract ground water pressure. Just before placing reinforcing steel,use an air lift or proper size cleanout bucket to remove any material that may have fallen from the sides of the excavation or accumulated on the bottom after the completion of drilling. Use a cleanout bucket if material is too large to be picked up with an air lift. If concrete placement is not started within 4 hours of the completion of the shaft excavation,reprocess the hole with the auger as directed.Then clean the bottom with an air lift or cleanout bucket,and check the slurry at the bottom of the hole for compliance with the slurry requirements of Article 416.2,"Materials." If the slurry forms a gel before concrete placement,agitate the congealed slurry to liquefaction just before concrete placement and whenever directed. Recover and dispose of all slurry as approved by the Engineer,and in accordance with all federal,state,and local laws.Do not discharge slurry into or in close proximity to streams or other bodies of water E. Reinforcing Steel.Completely assemble the cage of reinforcing steel,and place it as a unit immediately before concrete placement.The cage consists of longitudinal bars and lateral reinforcement(spiral reinforcement, lateral ties,or horizontal bands).If overhead obstacles prevent placement of the cage as a single unit,connect individual segments with couplers or by lapping steel as approved. If the shaft is lengthened beyond plan length,extend the reinforcing steel cage as follows,unless directed otherwise: • For shafts supporting structures other than bridges,extend the cage to the bottom. • For bridge shafts with plan lengths of less than 25 ft.,extend the cage to 25 ft.or to the bottom,whichever is shorter • For bridge shafts with plan lengths at least 25 ft.that are lengthened less than 33%of plan length, extending the cage is not necessary • For bridge shafts with plan lengths at least 25 ft.that are lengthened more than 33%of plan length,extend the cage as directed. If the cage does not reach the bottom of the shaft,it may be suspended,or a portion of the longitudinal steel may be extended to support the cage on the bottom of the shaft.Bars used to extend or support the cage may be lap spliced or welded by a qualified welder Place the extension at the bottom of the shaft. If using spiral reinforcement,tie it to the longitudinal bars at a spacing of at most 24 in.,or as required for a stable cage.Do not weld lateral reinforcement to longitudinal bars unless otherwise shown on the plans. Center the reinforcing steel cage in the excavation using approved centering devices.Use enough devices to hold the cage in position along its entire length.Do not use square concrete spacer blocks in cased shafts. Support or hold down the cage to control vertical displacement during concrete placement or extraction of the casing.Use support that is concentric with the cage to prevent racking and distortion of the steel. Check the elevation of the top of the steel cage before and after concrete placement or after casing extraction when casing is used.Downward movement of the steel up to 6 in.per 20 ft.of shaft length and upward movement of the steel up to 6 in.total are acceptable. Maintain the minimum length of steel required for lap with column steel.Use dowel bars if the proper lap length is provided both into the shaft and into the column.Locate and tie all dowel bars into the cage before placing concrete or insert dowel bars into fresh,workable concrete. Locate and tie anchor bolts when required prior to placement of concrete.Use templates or other devices to assure accurate placement of anchor bolts. F Concrete.Perform all work in accordance with requirements of Item 420,"Concrete Structures."Mass concrete placement requirements do not apply to drilled shafts. Form portions of drilled shaft that project above natural ground. Remove loose material and accumulated seep water from the bottom of the excavation before placing,concrete. If water cannot be removed,place concrete using underwater placement methods. Place concrete as soon as possible after all excavation is complete and reinforcing steel is placed.Provide workable concrete that does not require vibrating or rodding.Vibrate formed portions of drilled shafts. Place concrete continuously for the entire length of the shaft.For dry shafts of 24 in.or smaller diameter,limit free fall of concrete to 25 ft.Use a suitable tube or tremie to prevent segregation of materials.Use a tube or tremie in sections to provide proper discharge and to permit raising as the placement progresses.For dry shafts over 24 in.diameter,concrete can be allowed to free fall an unlimited distance if it does not strike the reinforcing cage or sides of the hole during placement.When free fall is used,provide a hopper with a minimum 3-ft.-long drop tube at the top of the shaft to direct concrete vertically down the center of the shaft. Do not use a shovel or other means to simply deflect the concrete discharge from the truck. For cased shafts,maintain a sufficient head of concrete at all times above the bottom of the casing to overcome hydrostatic pressure.Extract casing at a slow,uniform rate with the pull in line with the axis of the shaft. Monitor the concrete level in the casing during extraction. Stop the extraction and add concrete to the casing as required to ensure a completely full hole upon casing removal.The elapsed time from the mixing of the first concrete placed into the cased portion of the shaft until the completion of extraction of the casing must not exceed the time for which the concrete maintains a slump of over 4 in.in accordance with Article 416.2, "Materials."If the elapsed time is exceeded,modify the concrete mix,the construction procedures,or both for subsequent shafts. Cure the top surface and treat any construction joint area in accordance with Item 420,"Concrete Structures." G. Additional Requirements for Slurry Displacement or Underwater Concrete Placement Methods.Place concrete on the same day that the shaft is excavated and as soon as possible after all excavation is complete and reinforcing steel is placed.Use an air lift or cleanout bucket of the proper size to clean the bottom of the excavation prior to placing the reinforcing steel cage and concrete.Place concrete through a closed tremie or pump it to the bottom of the excavation.Initially seal the tremie or pump line to positively separate the concrete from the slurry or water Place concrete continuously from the beginning of placement until the shaft is completed.If using a tremie,keep it full of concrete and well submerged in the previously placed concrete at all times.Raise the tremie as necessary to maintain the free flow of concrete and the stability of any casing used.If using a pump,keep the discharge tube submerged in the previously placed concrete at all times.Place additional concrete to ensure the removal of any contaminated concrete at the top of the shaft.At the completion of the pour,allow the top portion of concrete to flush completely from the hole until there is no evidence of slurry or water contamination.Do not attempt to remove this concrete with shovels,pumps or other means.Level the top of shaft with hand tools as necessary Use a sump or other approved method to channel displaced fluid and concrete away from the shaft excavation. Recover slurry and dispose of it as approved.Do not discharge displaced fluids into or in close proximity to streams or other bodies of water For pours over water,provide a collar or other means of capturing slurry and the top portion of concrete flushed from the shaft. If concrete placement is interrupted due to withdrawal of the submerged end of the tremie or pump discharge tube before completion,remove the tube,reseal it at the bottom,penetrate with the tube into the concrete already placed by at least 5 ft.,and recharge it before continuing. The elapsed time from the mixing of the first concrete placed until the completion of concrete placement, including extraction of the casing,must not exceed the time for which the concrete maintains a slump of over 4 in.in accordance with Article 416.2,"Materials."If the elapsed time is exceeded,modify the concrete mix, the construction procedures,or both for subsequent shafts. H. Test Load.If required,test load shafts in accordance with Item 405,"Foundation Test Load." 416.4.Measurement. A. Drilled Shaft.Drilled shaft foundations will be measured by the foot to the bottom of the shaft. 1. Interior Bents and Piers. Shafts will be measured from a point approximately 6 in.below the finished earthwork elevation at the center of each shaft,unless specific elevations or dimensions are indicated on the plans or unless the Engineer directs otherwise to meet unusual conditions.The bent height shown on the plans is for estimating purposes only and does not control the top-of-shaft measurement. 2. Abutment Bents and Retaining Walls.Shafts will be measured from the bottom of footing or cap elevation. 3. Other Non-Bridge Structures.Shafts will be measured from the top of the shaft. B. Bell Footing.Bell footings will be measured by the cubic yard of concrete outside of the plan dimensions of the shaft.Bell footings are a plans quantity measurement item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. C. Core Hole.Core holes will be measured by each core hole drilled. 416.5.Payment.The unit prices bid for the various classifications of drilled shafts and bell footings will be full compensation for excavation,furnishing,placing,and removing casing;furnishing,processing,and recovering slurry;pumping;furnishing,and placing reinforcing steel,furnishing and placing concrete,including additional concrete required to fill an oversize casing or oversize excavation;conducting slump loss tests;backfilling; disposing of cuttings and slurry;and materials,tools,equipment,labor, and incidentals. When the bottom of a drilled shaft is placed at an elevation below plan grade,no direct payment will be made for extra reinforcement placed to support the cage.The extra reinforcement will be considered subsidiary to the price bid per foot of shaft.No extra payment will be made for casings left in place. No payment will be made for"Bell Footing"or"Drilled Shaft"until the concrete has been placed. A. Drilled Shaft.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Drilled Shaft"or"Drilled Shaft(Non- reinforced)"or"Drilled Shaft(Sign Mounts)"or"Drilled Shaft(High Mast Pole)"of the specified diameter, subject to the limitations for overruns authorized by the Engineer given in Section 416.5.A.1,"Overrun." 1. Overrun.Payment for individual completed shaft lengths up to and including 5 ft.in excess of the maximum plan length shaft;as defined in Section 416.5.A.2,"Maximum Plan Length Shaft,"will be made at the unit price bid per foot of the specified diameter Payment for the portion of individual completed shaft length in excess of 5 ft.and up to and including 15 ft. more than the maximum plan length shaft,as defined in this Item,.will be made at a unit price equal to 115%of the unit price bid per foot of the specified diameter. Payment for that portion of individual completed shaft length in excess of 15 ft.more than the maximum plan length shaft, as defined in Section 416.5.A.2,will be made at a unit price equal to 125%of the unit price bid per foot of the specified diameter 2. Maximum Plan Length Shaft.Payment described above is subject to the following provisions for extra depth drilling: • For bridge structures,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any drilled shaft on that specific bridge. • For retaining walls,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any drilled shaft on that specific retaining wall. • For overhead sign structures,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any overhead sign structures included in the contract. • For high mast illumination poles,the maximum plan length shaft is the maximum length shaft, regardless of diameter,for any high mast illumination pole included in the contract. B. Bell Footing.Bell footings constructed to specified dimensions will be paid for at the unit price bid per cubic yard for"Bell Footings."The quantity to be paid for will be the quantity shown on the plans,unless revised by the Engineer in accordance with"Measurement." C. Core Hole.Core holes will be paid at$125 each. ITEM 420 CONCRETE STRUCTURES 420.1.Description.Construct concrete structures. 420.2.Materials. A. Concrete.Provide concrete conforming to Item 421,"Hydraulic Cement Concrete."For each type of structure or unit,provide the class of concrete shown on the plans or in pertinent governing specifications. B. Grout or Mortar Provide grout or mortar conforming to Section 421.2.F,"Mortar and Grout." C. Latex.Provide an acrylic-polymer latex admixture(acrylic resin emulsion per DMS-4640,"Chemical Admixtures for Concrete")suitable for producing polymer-modified concrete or mortar Do not allow latex to freeze. D. Reinforcing Steel.Provide reinforcing steel conforming to Item 440,"Reinforcing Steel." E. Expansion Joint Material.Provide materials that conform to the requirements of DMS-6310,"Joint Sealants and Fillers" • Provide preformed fiber expansion joint material that conforms to the dimensions shown on the plans. Provide preformed bituminous fiber material unless otherwise specified. • Provide a Class 4,5,or 7 low-modulus silicone sealant unless otherwise directed. • Provide asphalt board that conforms to dimensions shown on the plans. • Provide re-bonded neoprene filler that conforms to the dimensions shown on the plans. F Waterstop.Provide rubber or polyvinyl chloride(PVC)waterstops that conform to DMS-6160,"Waterstops, Nylon Reinforced Neoprene Sheet,and Elastomeric Pads,"unless otherwise shown on the plans. G. Evaporation Retardants.Provide evaporation retardants that conform to the requirements of DMS-4650, "Hydraulic Cement Concrete Curing Materials and Evaporation Retardants." II. Curing Materials.Provide membrane curing compounds that conform to the requirements of DMS-4650, "Hydraulic Cement Concrete Curing Materials and Evaporation Retardants." Provide cotton mats that consist of a filling material of cotton"bat"or"bats"(at least 12 oz.per square yard) completely covered with unsized cloth(at least 6 oz.per square yard)stitched longitudinally with continuous parallel rows of stitching spaced at less than 4 in.,or tuft both longitudinally and transversely at intervals less than 3 in.Provide cotton mats that are free from tears and in good general condition.Provide a flap at least 6 in. wide consisting of 2 thicknesses of the covering and extending along 1 side of the mat. Provide polyethylene sheeting that is at least 4 mils thick and free from visible defects.Provide only clear or opaque white sheeting when the ambient temperature during curing exceeds 60°F or when applicable to control temperature during mass pours. Provide burlap-polyethylene mats made from burlap impregnated on 1 side with a film of opaque white pigmented polyethylene,free from visible defects.Provide laminated mats that have at least 1 layer of an impervious material such as polyethylene,vinyl plastic,or other acceptable material(either as a solid sheet or impregnated into another fabric)and are free of visible defects. I. Epoxy Unless otherwise specified,provide epoxy materials that conform to DMS-6100,"Epoxy and Adhesives." 420.3.Equipment. A. Fogging Equipment.Use fogging equipment that can apply water in a fine mist,not a spray Produce the fog using equipment that pumps water or water and air under high pressure through a suitable atomizing nozzle. Use hand-held mechanical equipment portable enough to use in the direction of any prevailing wind and adaptable for intermittent use to prevent excessive wetting of the concrete. B. Transporting and Placing Equipment.Use appropriate transporting and placing equipment such as buckets, chutes,buggies,belt conveyors,pumps,or other equipment as necessary Do not transport or convey concrete through equipment made of aluminum.Use carts with pneumatic tires for carting or wheeling concrete over newly placed slabs. Use tremies to control the fall of concrete or for underwater placement.Use tremies that are watertight and of large enough diameter to allow the placement of the concrete but less than 14 in.in diameter For underwater placements,construct the tremie so that the bottom can be sealed and opened once the tremie has been fully charged with concrete. Use pumps with lines at least 5 in.I.D where Grade 2 or smaller coarse aggregate is used,and at least 8 in.I.D for Grade 1 coarse aggregate. C. Vibrators.Use immersion-type vibrators for consolidation of concrete.Provide at least 1 standby vibrator for emergency use. D. Screeds and Work Bridges for Bridge Slabs.For bridge slabs use a self-propelled transverse screed or a mechanical longitudinal screed.Use transverse screeds that are able to follow the skew of the bridge for skews greater than 15°unless otherwise approved.Equip transverse screeds with a pan float.Manually operated screeding equipment may be used if approved for top slabs of culverts,small placements,or unusual conditions. Use screeds that are rigid and heavy enough to hold true to shape and have sufficient adjustments to provide for the required camber or section.Equip the screeds,except those of the roller drum type,with metal cutting edges. For bridge slabs,use sufficient work bridges for finishing operations.Mount a carpet drag to a work bridge or a moveable support system that can vary the area of carpet in contact with the concrete.Use carpet pieces long enough to cover the entire width of the placement.Splice or overlap the carpet as necessary Ensure that enough carpet is in contact longitudinally with the concrete being placed to provide the desired surface finish.Use artificial grass-type carpeting having a molded polyethylene pile face with a blade length between 5/8 and 1 in. and with a minimum weight of 70 oz.per square yard.Ensure that the carpet has a strong,durable backing not subject to rot and that the facing is adequately bonded to the backing to withstand the intended use.A burlap drag,attached to the pan float on a transverse screed,may be used instead of the carpet drag. E. Temperature Recording Equipment.For mass concrete operations or as otherwise specified,use strip chart temperature recording devices,recording maturity meters in accordance with Tex-426-A,or other approved devices that are accurate to within±2°F within the range of 32 to 212°F F Artificial Heating Equipment.Use artificial heating equipment as necessary for maintaining the concrete temperatures as specified in Section 420 4 G 11,"Placing Concrete in Cold Weather" G. Sawing Equipment.Use sawing equipment capable of cutting grooves in completed bridge slabs and top slabs of direct-traffic culverts.Provide grooves that are 1/8 to 3/16 in.deep and nominally 1/8 in.wide.Groove spacing may range from 5/8 to 1 in.Use sawing equipment capable of cutting grooves in hardened concrete to within 18 in.of the barrier rail or curb. H. Spraying Equipment.Use mechanically powered pressure sprayers,either air or airless,with appropriate atomizing nozzles for the application of membrane curing.Mechanically driven spraying equipment,adaptable to the rail system used by the screeds,may be used for applying membrane curing to bridge slabs.If approved, use hand-pressurized spray equipment equipped with 2 or 3 fan-spray nozzles.Ensure that the spray from each nozzle overlaps the spray from adjacent nozzles by approximately 50%. I. Concrete Testing Equipment.Provide testing equipment for use by the Engineer in accordance with Section 421.3 C,"Testing Equipment." 420.4.Construction.Before starting work,obtain approval for proposed construction methods.Approval of construction methods and equipment does not relieve the Contractor's responsibility for safety or correctness of methods,adequacy of equipment,or completion of work in full accordance with the Contract. Unless otherwise shown on the plans,it is the Contractor's option to perform testing on structural concrete (structural classes of concrete are identified in Table 5 of Section 421 4.A,"Classification and Mix Design")to determine the in-situ strength to address the schedule restrictions in Section 420 4.A,"Schedule Restrictions."The Engineer may require the Contractor to perform this testing for concrete placed in cold weather For Contractor- performed testing,make enough test specimens to ensure that strength requirements are met for the operations listed in Section 420 4.A.Make at least 1 set of test specimens for each element cast each day Cure these specimens under the same conditions as the portion of the structure involved for all stages of construction.Ensure safe handling, curing,and storage of all test specimens.Provide testing personnel,and sample and test the hardened concrete in accordance with Section 421 4 G,"Sampling and Testing of Concrete."The maturity method,Tex-426-A,may be used for in-situ strength determination for schedule restrictions if approved.Coring will not be allowed for in-situ strength determination for schedule restrictions.Provide the Engineer the opportunity to witness all testing operations.Report all test results to the Engineer If the Contractor does not wish to perform schedule restriction testing,the Engineer's 7-day lab-cured tests, performed in accordance with Section 421 4 G.5,"Adequacy and Acceptance of Concrete,"will be used for schedule restriction determinations.The Engineer may require additional time for strength gain to account for field curing conditions such as cold weather A. Schedule Restrictions.Unless otherwise shown on the plans,construct and open completed structures to traffic with the following limitations: 1. Setting Forms.Attain at least 2,500 psi compressive strength before erecting forms on concrete footings supported by piling or drilled shafts,or on individual drilled shafts.Erect forms on spread footings and culvert footings after the footing concrete has aged at least 2 curing days as defined in Section 420.4.J, "Curing Concrete."Place concrete only after the forms and reinforcing steel have been inspected by the Engineer Support tie beam or cap forms by falsework on previously placed tie beams only if the tie beam concrete has attained a compressive strength of 2,500 psi and the member is properly supported to eliminate stresses not provided for in the design.Maintain curing as required until completion of the curing period. Place superstructure forms or falsework on the substructure only if the substructure concrete has attained a compressive strength of 3,000 psi. 2. Removal of Forms and Falsework.Keep in place weight-supporting forms and falsework for bridge components and culvert slabs until the concrete has attained a compressive strength of 2,500 psi in accordance with Section 420 4.K,"Removal of Forms and Falsework."Keep all forms for mass placements defined in Section 420 4 G 14,"Mass Placements,"in place for 4 days following concrete placement. 3. Placement of Superstructure Members.Do not place superstructure members before the substructure concrete has attained a compressive strength of 3,000 psi. 4. Longitudinal Screeding of Bridge Slabs.Place a longitudinal screed directly on previously placed concrete slabs to check and grade an adjacent slab only after the previously placed slab has aged at least 24 hr Place and screed the concrete after the previously placed slabs have aged at least 48 hr Maintain curing of the previously placed slabs during placement. 5. Staged Placement of Bridge Slabs on Continuous Steel Units.When staged placement of a slab is required,ensure that the previously placed concrete attains a compressive strength of 3,000 psi before placing the next stage placement.Multiple stages may be placed in a single day if approved. 6. Storage of Materials on the Structure.Obtain approval to store materials on completed portions of a structure once a compressive strength of 3,000 psi has been attained.Maintain proper curing if materials will be stored on structures before completion of curing. 7 Placement of Equipment and Machinery Do not place erection equipment or machinery on the structure until the concrete has attained the design strength specified in Section 421 4.A,"Classification and Mix Design,"unless otherwise approved. 8. Carting of Concrete.Once the concrete has attained a compressive strength of 3,000 psi,it may be carted, wheeled,or pumped over completed slabs.Maintain curing during these operations. 9 Placing Bridge Rails.Reinforcing steel and concrete for bridge rails maybe placed on bridge slabs once the slab concrete has attained a compressive strength of 3,000 psi.If slipforming methods are used for railing concrete,ensure the slab concrete has attained its design strength specified in Section 421 4.A, "Classification and Mix Design,"before placing railing concrete. 10. Opening to Construction Traffic.Bridges and direct-traffic culverts maybe opened to all construction traffic when the design strength specified in Section 421 4.A,"Classification and Mix Design,"has been attained if curing is maintained. 11. Opening to Full Traffic.Bridges and direct-traffic culverts may be opened to the traveling public when the design strength specified in Section 421 4.A,"Classification and Mix Design,"has been attained for all structural elements including railing subject to impact from traffic,when curing has been completed for all slabs,and when the concrete surface treatment has been applied in accordance with Item 428,"Concrete Surface Treatment"Obtain approval before opening bridges and direct-traffic culverts to the traveling public.Other noncntical structural and nonstructural concrete may be opened for service upon the completion of curing unless otherwise specified or directed. 12. Post-Tensioned Construction.For structural elements designed to be post-tensioned ensure that strength requirements on the plans are met.for stressing and staged loading of structural elements. 13. Back!Illing.Backfill in accordance with Section 400.3 C,`Backfill." B. Plans for Falsework and Forms.Submit 2 copies of plans for falsework and forms for piers,superstructure spans over 20 ft.long,bracing systems for girders when the overhang exceeds 3 ft.6 in.,and bridge widening details. Submit similar plans for other units of the structure as directed. Show all essential details of proposed forms,falsework,and bracing.Have a licensed professional engineer design,seal,and sign these plans. Department approval is not required,but the Department reserves the right to request modifications to the plans. The Contractor is responsible for the adequacy of these plans. C. Falsework.Design and construct falsework to carry the maximum anticipated loads safely,including wind loads,and to provide the necessary rigidity Submit details in accordance with Section 420 4.B,"Plans for Falsework and Forms." Design job-fabricated falsework assuming a weight of 150 pcf for concrete,and include a liveload allowance of 50 psf of horizontal surface of the form.Do not exceed 125%of the allowable stresses used by the Department for the design of structures. For commercially produced structural units used in falsework,do not exceed the manufacturer's maximum allowable working loads for moment and shear or end reaction.Include a liveload allowance of 35 psf of horizontal form surface in determining the,maximum allowable working load for commercially produced structural units. Provide timber that is sound,in good condition,and free from defects that would impair its strength.Provide timber that meets or exceeds the species,size,and grade requirements in the submitted falsework plans. Provide wedges made of hardwood or metal in pairs to adjust falsework to desired elevations to ensure even bearing.Do not use wedges to compensate for incorrectly cut bearing surfaces. Use sills or grillages that are large enough to support the superimposed load without settlement.Take precautions to prevent settling of the supporting material unless the sills or grillages are founded on solid rock, shale,or other hard materials. Place falsework that cannot be founded on a satisfactory spread footing on piling or drilled shafts with enough bearing capacity to support the superimposed load without settlement.Drive falsework piling to the required resistance determined by the applicable formula in Item 404,"Driving Piling."Design drilled shafts for falsework to carry the superimposed load using both skin friction and point bearing. Weld in conformance with Item 448,"Structural Field Welding." Securely brace each falsework bent to provide the stiffness required,and securely fasten the bracing to each pile or column it crosses. Remove falsework when it is no longer required or as indicated on the submitted falsework plan.Pull or cut off foundations for falsework at least 2 ft.below finished ground level.Completely remove falsework,piling,or drilled shafts in a stream,lake, or bay to the approved limits to prevent obstruction to the waterway D Forms.Submit formwork plans in accordance with Section 420 4.B,"Plans for Falsework and Forms." 1. General.Except where otherwise specified or permitted,provide forms of either timber or metal. Design forms for the pressure exerted by a liquid weighing 150 pcf.Take the rate of concrete placement into consideration in determining the depth of the equivalent liquid.Include a liveload allowance of 50 psf of horizontal surface for job-fabricated forms.Do not exceed 125%of the allowable stresses used by the Department for the design of structures. For commercially produced structural units used for forms,do not exceed the manufacturer's maximum allowable working loads for moment and shear or end reaction.Include a liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural units. Provide steel forms for round columns unless otherwise approved.Refer to Item 427,"Surface Finishes for Concrete,"for additional requirements for off-the-form finishes. Provide commercial form liners for imprinting a pattern or texture on the concrete surface as shown on the plans and specified in Section 427 433.2.d,"Form Liner Finish." Provide forming systems that are practically mortar-tight,rigidly braced,and strong enough to prevent bulging between supports,and maintain them to the proper line and grade during concrete placement. Maintain forms in a manner that prevents warping and shrinkage.Do not allow offsets at form joints to exceed 1/16 in. For forms to be left in place,use only material that is inert,nonbiodegradable,and nonabsorptive. Attachment of forms or screed supports for bridge slabs to steel I-beams or girders may be by welding subject to the following requirements: • Do not weld to tension flanges or to areas indicated on the plans. • Weld in accordance with Item 448,"Structural Field Welding." Take into account: • deflections due to cast-in-place slab concrete and railing shown in the dead load deflection diagram in the setting of slab forms, • differential beam or girder deflections due to skew angles and the use of certain stay-in-place slab forming systems,and • deflection of the forming system due to the wet concrete. For bridge approach slabs,securely stake forms to line and grade and maintain in position.Rigidly attach inside forms for curbs to the outside forms. Construct all forms to permit their removal without marring or damaging the concrete.Clean all forms and footing areas of any extraneous matter before placing concrete.Provide openings in forms if needed for the removal of laitance or foreign matter Treat the facing of all forms with bond-breaking coating of composition that will not discolor or injuriously affect the concrete surface.Take care to prevent coating of the reinforcing steel. Complete all preparatory work before requesting permission to place concrete. If the forms show signs of bulging or sagging at any stage of the placement,cease placement and remove the portion of the concrete causing this condition immediately if necessary Reset the forms and securely brace them against further movement before continuing the placement. 2. Timber Forms.Provide properly seasoned good-quality lumber that is free from imperfections that would affect its strength or impair the finished surface of the concrete.Provide timber or lumber that meets or exceeds the requirements for species and grade in the submitted formwork plans. Maintain forms or form lumber that will be reused so that it stays clean and in good condition.Do not use any lumber that is split,warped,bulged,or marred or that has defects that will produce inferior work,and promptly remove such lumber from the work. Provide form lining for all formed surfaces except: • the inside of culvert barrels,inlets,manholes,and box girders; • the bottom of bridge slabs between beams or girders; • surfaces that are subsequently covered by backfill material or are completely enclosed,and • any surface formed by a single finished board or by plywood. Provide form lining of an approved type such as masonite or plywood.Do not provide thin membrane sheeting such as polyethylene sheets for form lining. Use plywood at least 3/4 in.thick.Place the grain of the face plies on plywood forms parallel to the span between the supporting studs or joists unless otherwise indicated on the submitted form drawings. Use plywood for forming surfaces that remain exposed that meets the requirements for B-B Plyform Class I or Class II Exterior of the U.S.Department of Commerce Voluntary Product Standard PS 1 Space studs and joists so that the facing form material remains in true alignment under the imposed loads. Space wales closely enough to hold forms securely to the designated lines,scabbed at least 4 ft.on each side of joints to provide continuity Place a row of wales near the bottom of each placement. Place facing material with parallel and square joints, securely fastened to supporting studs. For surfaces exposed to view and receiving only an ordinary surface finish as defined in Section 420 4.M, "Ordinary Surface Finish,"place forms with the form panels symmetrical(long dimensions set in the same direction).Make horizontal joints continuous. Make molding for chamfer strips or other uses of materials of a grade that will not split when nailed and that can be maintained to a true line without warping.Dress wood molding on all faces.Unless otherwise shown on the plans,fill forms at all sharp corners and edges with triangular chamfer strips measuring 3/4 in.on the sides. To hold forms in place,use metal form ties of an approved type or a satisfactory substitute of a type that permits ease of removal of the metal.Cut back wire ties at least 1/2 in.from the face of the concrete. Use devices to hold metal ties in place that are able to develop the strength of the tie and adjust to allow for proper alignment. Entirely remove metal and wooden spreaders that separate the forms as the concrete is being placed. Provide adequate clean-out openings for narrow walls and other locations where access to the bottom of the forms is not readily attainable. 3. Metal Forms.Requirements for timber forms regarding design,mortar-tightness,filleted corners,beveled projections,bracing,alignment,removal,reuse,and wetting also apply to metal forms except that metal forms do not require lining unless specifically noted on the plans. Use form metal thick enough to maintain the true shape without warping or bulging.Countersink all bolt and rivet heads on the facing sides.Design clamps,pins,or other connecting devices to hold the forms rigidly together and to allow removal without damage to the concrete.Use metal forms that present a smooth surface and that line up properly Keep metal free from rust,grease,and other foreign materials. 4. Form Supports for Overhang Slabs.Form supports that transmit a horizontal force to a steel girder or beam or to a prestressed concrete beam are permitted provided a satisfactory structural analysis has been made of the effect on the girder or beam as indicated in the submitted formwork plans. When overhang brackets are used on prestressed concrete beam spans with slab overhangs not exceeding 3 ft 6 in.,use beam bracing as indicated in the plans.For spans with overhangs exceeding this amount,use additional support for the outside beams regardless of the type of beam used. Submit details of the proposed bracing system in accordance with Section 420 4.B,"Plans for Falsework and Forms." Punch or drill holes full size in the webs of steel members for support of overhang brackets,or torch-cut them to 1/4 in.under size and ream them full size.Do not burn the holes full size.Leave the holes open unless otherwise shown on the plans.Never fill the holes by welding. E. Drains.Install and construct weep holes and roadway drains as shown on the plans. F Placing Reinforcement.Place reinforcement as provided in Item 440,"Reinforcing Steel."Do not weld reinforcing steel supports to I-beams or girders or to reinforcing steel except where shown on the plans. Place post-tensioning ducts in accordance with the approved prestressing details and in accordance with Item 426,"Prestressing."Keep ducts free of obstructions until all post-tensioning operations are complete. G. Placing Concrete.Give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permit the inspection of forms,reinforcing steel placement,and other preparations. Follow the sequence of placing concrete shown on the plans or specified. Do not place concrete when impending weather conditions would impair the quality of the finished work.If conditions of wind,humidity,and temperature are such that concrete cannot be placed without the potential for shrinkage cracking,place concrete in early morning or at night or adjust the placement schedule for more favorable weather Consult the evaporation rate nomograph in the Portland Cement Association's Design and Control of Concrete Mixtures for shrinkage cracking potential.When mixing,placing,and finishing concrete in non-daylight hours,adequately illuminate the entire placement site as approved. If changes in weather conditions require protective measures after work starts,furnish adequate shelter to protect the concrete against damage from rainfall or from freezing temperatures as outlined in this Item. Continue operations during rainfall only if approved.Use protective coverings for the material stockpiles.Cover aggregate stockpiles only to the extent necessary to control the moisture conditions in the aggregates. Allow at least 1 curing day after the concrete has achieved initial set before placing strain on projecting reinforcement to prevent damage to the concrete. 1. Placing Temperature.Place concrete according to the following temperature limits for the classes of concrete defined in Section 421 4.A,"Classification and Mix Design". • Place Class C,F,H,K,or SS concrete only when its temperature at time of placement is between 50 and 95°F Increase the minimum placement temperature to 60°F if ground-granulated blast furnace (GGBF)slag is used in the concrete. • When used in a bridge slab or in the top slab of a direct-traffic culvert,place Class CO,DC,or S concrete only when its temperature at the time of placement is between 50 and 85°F Increase the minimum placement temperature to 60°F if GGBF slag is used in the concrete.The maximum temperature increases to 95°F if these classes are used for other applications. • Place Class A,B,and D concrete only when its temperature at the time of placement is greater than 50°F • Place mass concrete,defined by Section 420 4 G 14,"Mass Placements,"only when its temperature at the time of placement is between 50 and 75°F 2. Transporting Time.Place concrete delivered in agitating trucks within 60 min. after batching.Place concrete delivered in non-agitating equipment within 45 min.after batching.Revise the concrete mix design as necessary for hot weather or other conditions that contribute to quick setting of the concrete. Submit for approval a plan to demonstrate that these time limitations can be extended while ensuring the concrete can be properly placed,consolidated,and finished without the use of additional water. 3. Workability of Concrete.Place concrete with a slump as specified in Section 421 4.A.5,"Slump." Concrete that exceeds the maximum slump will be rejected.Water may be added to the concrete before discharging any concrete from the truck to adjust for low slump provided that the maximum mix design water—cement ratio is not exceeded.After introduction of any additional water or chemical admixtures,mix concrete in accordance with Section 421 4.E,"Mixing and Delivering Concrete."Do not add water or chemical admixtures after any concrete has been discharged. 4. Transporting Concrete.Use a method and equipment capable of maintaining the rate of placement shown on the plans or required by this Item to transport concrete to the forms.Transport concrete by buckets, chutes,buggies,belt conveyors,pumps,or other methods. Protect concrete transported by conveyors from sun and wind to prevent loss of slump and workability Shade or wrap with wet burlap pipes through which concrete is pumped as necessary to prevent loss of slump and workability Arrange and use chutes,troughs,conveyors,or pipes so that the concrete ingredients will not be separated. When necessary to prevent segregation,terminate such equipment in vertical downspouts.Extend open troughs and chutes,if necessary,down inside the forms or through holes left in the forms. Keep all transporting equipment clean and free from hardened concrete coatings.Discharge water used for cleaning clear of the concrete. 5. Preparation of Surfaces.Thoroughly wet all forms,prestressed concrete panels,T-beams,and concrete box beams on which concrete is to be placed before placing concrete on them.Remove any remaining puddles of excess water before placing concrete.Provide surfaces that are in a moist,saturated surface-dry condition when concrete is placed on them. Ensure that the subgrade or foundation is moist before placing concrete for bridge approach slabs or other concrete placed on grade.Lightly sprinkle the subgrade if dry 6. Expansion Joints.Construct joints and devices to provide for expansion and contraction in accordance with plan details and the requirements of this Section and Item 454,"Bridge Expansion Joints." Prevent bridging of concrete or mortar around expansion joint material in bearings and expansion joints. Use forms adaptable to loosening or early removal in construction of all open joints and joints to be filled with expansion joint material.To avoid expansion or contraction damage to the adjacent concrete,loosen these forms as soon as possible after fmal concrete set to permit free movement of the span without requiring full form removal. When the plans show a Type A joint,provide preformed fiber joint material in the vertical joints of the roadway slab,curb,median,or sidewalk,and fill the top 1 in.with the specified joint sealing material unless noted otherwise.Install the sealer in accordance with Item 438,"Cleaning and Sealing Joints and Cracks(Rigid Pavement and Bridge Decks),"and the manufacturer's recommendations. Use light wire or nails to anchor any preformed fiber joint material to the concrete on 1 side of the joint. Ensure that finished joints conform to the plan details with the concrete sections completely separated by the specified opening or joint material. Remove all concrete within the joint opening soon after form removal and again where necessary after surface finishing to ensure full effectiveness of the expansion joint. 7 Construction Joints.A construction joint is the joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set.Monolithic placement means that the manner and sequence of concrete placing does not create a construction joint. Make construction joints of the type and at the locations shown on the plans.Do not make joints in bridge slabs not shown on the plans unless approved.Additional joints in other members are not permitted without approval.Place authorized additional joints using details equivalent to those shown on the plans for joints in similar locations. Unless otherwise required,make construction joints square and normal to the forms.Use bulkheads in the forms for all vertical joints. Thoroughly roughen the top surface of a concrete placement terminating at a horizontal construction joint as soon as practical after initial set is attained. Thoroughly clean the hardened concrete surface of all loose material,laitance,dirt,and foreign matter,and saturate it with water Remove all free water and moisten the surface before concrete or bonding grout is placed against it. Draw forms tight against the existing concrete to avoid mortar loss and offsets at joints. Coat the joint surface with bonding mortar,grout,epoxy,or other material as indicated in the plans or other Items.Provide Type V epoxy per DMS-6100,"Epoxies and Adhesives,"for bonding fresh concrete to hardened concrete.Place the bonding epoxy on a clean,dry surface,and place the fresh concrete while the epoxy is still tacky Place bonding mortar or grout on a surface that is saturated surface-dry,and place the concrete before the bonding mortar or grout dries.Place other bonding agents in accordance with the manufacturer's recommendations. 8. Handling and Placing.Minimize segregation of the concrete and displacement of the reinforcement when handling and placing concrete.Produce a uniform dense compact mass. Do not allow concrete to free-fall more than 5 ft. except in the case of drilled shafts,thin walls such as in culverts,or as allowed by other Items.Remove any hardened concrete splatter ahead of the plastic concrete. Fill each part of the forms by depositing concrete as near its final position as possible.Do not deposit large quantities at 1 point and run or work the concrete along the forms. Deposit concrete in the forms in layers of suitable depth but not more than 36 in. deep unless otherwise permitted. Avoid cold joints in a monolithic placement. Sequence successive layers or adjacent portions of concrete so that they can be vibrated into a homogeneous mass with the previously placed concrete before it sets.When re-vibration of the concrete is shown on the plans,allow at most 1 hr to elapse between adjacent or successive placements of concrete except as otherwise allowed by an approved placing procedure.This time limit may be extended by 1/2 hr if the concrete contains at least a normal dosage of retarding admixture. Use an approved retarding agent to control stress cracks and cold joints in placements where differential settlement and setting time may induce cracking. 9 Consolidation.Carefully consolidate concrete and flush mortar to the form surfaces with immersion type vibrators.Do not use vibrators that operate by attachment to forms or reinforcement except where approved on steel forms. Vibrate the concrete immediately after deposit.Systematically space points of vibration to ensure complete consolidation and thorough working of the concrete around the reinforcement,embedded fixtures,and into the corners and angles of the forms.Insert the vibrator vertically where possible except for slabs where it may be inserted in a sloping or horizontal position.Vibrate the entire depth of each lift,allowing the vibrator to penetrate several inches into the preceding lift.Do not use the vibrator to move the concrete to other locations in the forms.Do not drag the vibrator through the concrete.Thoroughly consolidate concrete along construction joints by operating the vibrator along and close to but not against the joint surface.Continue the vibration until the concrete surrounding reinforcements and fixtures is completely consolidated.Hand-spade or rod the concrete if necessary to ensure flushing of mortar to the surface of all forms. 10. Installation of Dowels and Anchor Bolts.Install dowels and anchor bolts by casting them in-place or by grouting with grout,epoxy,or epoxy mortar unless noted otherwise.Form or drill holes for grouting. Drill holes for anchor bolts to accommodate the bolt embedment required by the plans.Make holes for dowels at least 12 in.deep unless otherwise shown on the plans.When using grout or epoxy mortar,make the diameter of the hole at least twice the dowel or bolt diameter,but the hole need not exceed the dowel or bolt diameter plus 1-1/2 in.When using,epoxy,make the hole diameter 1/16 to 1/4 in. greater than the dowel or bolt diameter Thoroughly clean holes of all loose material,oil,grease,or other bond-breaking substance,and blow them clean with filtered compressed air Ensure that holes are in a surface dry condition when epoxy type material is used and in a surface moist condition when hydraulic cement grout is used.Develop and demonstrate for approval a procedure for cleaning and preparing the holes for installation of the dowels and anchor bolts. Completely fill the void between the hole and dowel or bolt with grouting material.Follow exactly the requirements for cleaning outlined in the product specifications for prepackaged systems. For cast-in-place or grouted systems,provide hydraulic cement grout in accordance with Section 421.2.F, "Mortar and Grout,"epoxy,epoxy mortar,or other prepackaged grouts as approved.Provide a Type III epoxy per DMS-6100,"Epoxies and Adhesives,"when neat epoxy is used for anchor bolts or dowels. Provide Type VIII epoxy per DMS-6100 when an epoxy grout is used.Provide grout,epoxy,or epoxy mortar as the binding agent unless otherwise indicated on the plans. Provide other anchor systems as required in the plans. 11. Placing Concrete in Cold Weather Protect concrete placed under weather conditions where weather may adversely affect results.Permission given by the Engineer for placing during cold weather does not relieve the Contractor of responsibility for producing concrete equal in quality to that placed under normal conditions.If concrete placed under poor conditions is unsatisfactory,remove and replace it as directed at Contractor's expense. Do not place concrete in contact with any material coated with frost or having a temperature of 32°F or lower Do not place concrete when the ambient temperature in the shade is below 40°F and falling unless approved. Concrete may be placed when the ambient temperature in the shade is 35°F and rising or above 40°F Provide and install recording thermometers,maturity meters,or other suitable temperature measuring devices to verify that all concrete is effectively protected as follows: • Maintain the temperature of the top surface of bridge slabs and top slabs of direct-traffic culverts at 50°F or above for 72 hr from the time of placement and above 40°F for an additional 72 hr • Maintain the temperature at,all surfaces of concrete in bents,piers,culvert walls,retaining walls, parapets,wingwalls,bottoms of bridge slab or culvert top slabs,and other similar formed concrete at 40°F or above for 72 hr.from the time of placement. • Maintain the temperature of all other concrete,including the bottom slabs(footings)of culverts,placed on or in the ground above 32°F for 72 hr from the time of placement. Use additional covering,insulated forms,or other means and,if necessary,supplement the covering with artificial heating.Avoid applying heat directly to concrete surfaces.Cure as specified in Section 420.4.J, "Curing Concrete,"during this period until all requirements for curing have been satisfied. When impending weather conditions indicate the possible need for temperature protection,have on hand all necessary heating and covering material,ready for use,before permission is granted to begin placement. 12. Placing Concrete in Hot Weather Use an approved retarding agent in all concrete for superstructures and top slabs of direct-traffic culverts,except concrete containing GGBF slag,when the temperature of the air is above 85°F unless otherwise directed. Keep the concrete at or below the maximum temperature at time of placement as specified in Section 420 4 G 1,"Placing Temperature."Sprinkle and shade aggregate stockpiles or use ice,liquid nitrogen systems,or other approved methods as necessary to control the concrete temperature. 13. Placing Concrete in Water Deposit concrete in water only when shown on the plans or with approval. Make forms or cofferdams tight enough to prevent any water current passing through the space in which the concrete is being deposited.Do not pump water during the concrete placing or until the concrete has set for at least 36 hr Place the concrete with a tremie or pump,or use another approved method,and do not allow it to fall freely through the water or disturb it after it is placed.Keep the concrete surface approximately level during placement. Support the tremie or operate the pump so that it can be easily moved horizontally to cover all the work area and vertically to control the concrete flow Submerge the lower end of the tremie or pump hose in the concrete at all times.Use continuous placing operations until the work is complete. For concrete to be placed under water,design the concrete mix in accordance with Item 421,"Hydraulic Cement Concrete,"with a minimum cement content of 650 lb.per cubic yard.Include an anti-washout admixture in the mix design as necessary to produce a satisfactory finished product. 14. Mass Placements.Mass placements are defined as placements with a least dimension greater than or equal to 5 ft.,or designated on the plans.For monolithic mass placements,develop and obtain approval for a plan to ensure the following during the heat dissipation period. • the temperature differential between the central core of the placement and the exposed concrete surface does not exceed 35°F and • the temperature at the central'core of the placement does not exceed 160°F Base this plan on the equations given in the Portland Cement Association's Design and Control of Concrete Mixtures.Cease all mass placement operations and revise the plan as necessary if either of the above limitations is exceeded. Include a combination of the following elements in this plan. • selection of concrete ingredients including aggregates,gradation,and cement types,to minimize heat of hydration, • use of ice or other concrete cooling ingredients; • use of liquid nitrogen dosing systems; • controlling rate or time of concrete placement; • use of insulation or supplemental external heat to control heat loss; • use of supplementary cementing materials;or • use of a cooling system to control the core temperature. Furnish and install 2 sets of temperature recording devices,maturity meters,or other approved equivalent devices at designated locations.Use these devices to simultaneously measure the temperature of the concrete at the core and the surface.Maintain temperature control methods for 4 days unless otherwise approved.Maturity meters may not be used to predict strength of mass concrete. 15. Placing Concrete in Foundation and Substructure.Do not place concrete in footings until the depth and character of the foundation has been inspected and permission has been given to proceed. Placmg of concrete footings upon seal concrete is permitted after the cofferdams are free from water and the seal concrete cleaned.Perform any necessary pumping or bailing during the concreting from a suitable sump located outside the forms. Construct or adjust all temporary wales or braces inside cofferdams as the work proceeds to prevent unauthorized construction joints. When footings can be placed in a dry excavation without the use of cofferdams,omit forms if approved, and fill the entire excavation with concrete to the elevation of the top of footing. Place concrete in columns monolithically between construction joints unless otherwise directed. Columns and caps or tie beams supported on them may be placed in the same operation or separately If placed in the same operation,allow for settlement and shrinkage of the column concrete by placing it to the lower level of the cap or tie beam,and delay placement between 1 and 2 hr before proceeding with the cap or tie beam placement. 16. Placing Concrete in Box Culverts.Where the top slab and walls are placed monolithically in culverts more than 4 ft.in clear height, allow between 1 and 2 hr.to elapse before placing the top slab to allow for settlement and shrinkage in the wall concrete. Accurately finish the footing slab at the proper time to provide a smooth uniform surface.Finish top slabs that carry direct-traffic as specified in this Item.Give top slabs of fill type culverts a float finish. 17 Placing Concrete in Superstructure.Unless otherwise shown on the plans,place simple span bridge slabs without transverse construction joints by using either a self-propelled transverse finishing machine or a mechanical longitudinal screed.For.small placements or for unusual conditions such as narrow widening, variable cross-slopes,or transitions,use of manually operated screeding equipment may be permitted. Support the screed adequately on a header or rail system stable enough to withstand the longitudinal or lateral thrust of the equipment.Adjust the profile grade line as necessary to account for variations in beam camber and other factors to obtain the required slab thickness and concrete cover over the slab reinforcement. Set beams and verify their surface elevations in a sufficient number of spans so that when adjustment is necessary,the profile grade line can be adjusted over suitable increments to produce a smooth riding surface.Take dead load deflection into account in setting the grades of headers and rail systems.Use construction joints,when required or permitted for slab placements on steel or prestressed concrete beams, as shown on the plans.Before placing concrete on steel girder or truss spans,release falsework under the spans and swing the spans free on their permanent supports. Make 1 or more passes with the screed over the bridge slab segment before placing concrete on it to ensure proper operation and maintenance of grades and clearances.Use an approved system of checking to detect any vertical movement of the forms or falsework.Maintain forms for the bottom surface of concrete slabs, girders,and overhangs to the required vertical alignment during concrete placing. Fog unformed surfaces of slab concrete in bridge slabs and in top slabs of direct-traffic culverts from the time of initial strikeoff of the concrete until finishing is completed and required interim curing is in place. Do not use fogging as a means to add finishing water,and do not work moisture from the fog spray into the fresh concrete. For simple spans,retard the concrete only if necessary to complete finishing operations or as required by this Section.When filling curb forms,bring the top of curb and sidewalk section to the correct camber and alignment,and finish them as described in this Item. a. Transverse Screeding.Install rails for transverse fmishing machines that are supported from the beams or girders so that the supports may be removed without damage to the slab.Prevent bonding between removable supports and the concrete in an acceptable manner Do not allow rail support parts that remain embedded in the slab to project above the upper mat of reinforcing steel.Rail or screed supports attached to I-beams or girders are subject to the requirements of this Item.Unless otherwise shown on the plans,for transverse screeding the minimum rate of concrete placement is 30 linear feet of bridge slab per hour Deposit concrete parallel to the skew of the bridge so that all girders are loaded uniformly along their length.Deposit slab concrete between the exterior beam and the adjacent beam before placing concrete in the overhang portion of the slab.Furnish personnel and equipment capable of placing,finishing,and curing the slab at an acceptable rate to ensure compliance with the specifications.Place concrete in transverse strips.On profile grades greater than 1-1/2%,start placement at the lowest end. b. Longitudinal Screeding.Unless otherwise shown on the plans,use of temporary intermediate headers will be permitted for placements over 50 ft.long if the rate of placement is rapid enough to prevent a cold joint and if these headers are designed for easy removal to permit satisfactory consolidation and finish of the concrete at their locations.Deposit slab concrete between the exterior beam and the adjacent beam before placing concrete in the overhang portion of the slab.Place concrete in longitudinal strips starting at a point in the center of the segment adjacent to 1 side except as this Section indicates,and complete the strip by placing uniformly in both directions toward the ends.For spans on a profile grade of 1-1/2%or more,start placing at the lowest end.Use strips wide enough that the concrete within each strip remains plastic until placement of the adjacent strip.Where monolithic curb construction is specified,place the concrete in proper sequence to be monolithic with the adjacent longitudinal strips of the slabs. c. Placements on Continuous Steel Units.Unless otherwise shown on the plans,place slabs on continuous steel units in a single continuous operation without transverse construction joints using a self-propelled transverse finishing machine or a mechanical longitudinal screed.Retard the initial set of the concrete sufficiently to ensure that concrete remains plastic in at least 3 spans immediately preceding the slab being placed.Use construction joints,when required for slab placements on steel beams or girders,as shown on the plans.When staged placement of a slab is required in the plans, ensure that the previously placed concrete attains a compressive strength of 3,000 psi before placing the next stage concrete.Multiple stages may be placed in a single day if approved.Where plans permit staged placing without specifying a particular order of placement,use an approved placing sequence that will not overstress of any of the supporting members. d. Slab and Girder Units.Unless otherwise shown on the plans,place girders,slab,and curbs of slab and girder spans monolithically Fill concrete girder stems first,and place the slab concrete within the time limits specified in this Item.If using a transverse screed,place concrete in the stems for a short distance and then place the concrete in transverse strips.If using a longitudinal screed,fill the outside girder stem first,beginning at the low end or side,and continue placement in longitudinal strips. H. Treatment and Finishing of Horizontal Surfaces Other Than Bridge Slabs.Strike off to grade and finish all unformed upper surfaces.Do not use mortar topping for surfaces constructed under this Section. After the concrete has been struck off,float the surface with a suitable float.Give bridge sidewalks a wood float or broom finish,or stripe them with a brush. Slightly slope the tops of caps and piers between bearing areas from the center toward the edge,and slope the tops of abutment and transition bent caps from the backwall to the edge,as directed,so that water drains from the surface.Give the concrete a smooth trowel finish.Construct bearing areas for steel units in accordance with Section 441.3.K.5,"Bearing and Anchorage Devices."Give the bearing area under the expansion ends of concrete slabs and slab and girder spans a steel-trowel finish to the exact grades required.Give bearing areas under elastomeric bearing pads or nonreinforced bearing seat buildups a textured,wood float finish.Do not allow the bearing area to vary from a level plane more than 1/16 in. in all directions. Cast bearing seat buildups or pedestals for concrete units integrally with the cap or with a construction joint. Provide a latex-based mortar,an epoxy mortar,or an approved proprietary bearing mortar for bearing seat buildups cast with a construction joint.Mix mortars in accordance with the manufacturer's recommendations. Construct pedestals of Class C concrete,reinforced as shown on the plans or as indicated in Figure 1 and Figure 2. Nonreinforced Reinforced Pedestal Bearing Seat for Heights Greater Build-up than 3" Minimum 1 1/2" rl-- 1 �)✓ *4 Bars Maximum 3" I I ! at CL Beam I iC\\ I I I I I I = d II I —E I ------------ Permissible Construction Joint Figure 1 Section through bearing seat buildups. •-1`- 1 -• Nonreinforced rr Reinforced Bearing Seat I I Pedestal Build-up ---- I I for Heights �-- — Greater I I than 3" I I 0-1- 4 -0 IIIIIIIIIIIIM Figure 2 Plan view of bearing seat buildups. I. Finish of Bridge Slabs.Provide camber for specified vertical curvature and transverse slopes. For concrete flat slab and concrete slab and girder spans cast in place on falsework,provide additional camber to offset the initial and final deflections of the span as indicated in the plans.For concrete slab and girder spans using pan forms,provide camber of approximately 3/8 in.for 30-ft.spans and 1/2 in. for 40-ft.spans to offset initial and final deflections unless otherwise directed.For concrete flat slab and concrete slab and girder spans not using pan forms,when dead load deflection is not shown on the plans,provide a camber of 1/8 in.per 10 ft. of span length but no more than 1/2 in. Provide a camber of 1/4 in.in addition to deflection for slabs without vertical curvature on steel or prestressed concrete beams. Use work bridges or other suitable facilities to perform all finishing operations and to provide access,if necessary,for the Engineer to check measurements for slab thickness and reinforcement cover As soon as the concrete has been placed and vibrated in a section wide enough to permit working,level,strike off,and screed the surface,carrying a slight excess of concrete ahead of the screed to fill all low spots. Move longitudinal screeds across the concrete with a saw-like motion while their ends rest on headers or templates set true to the roadway grade or on the adjacent finished slab.Move transverse screeds longitudinally approximately 1/5 of the drum length for each complete out-and-back pass of the carriage. Screed the surface of the concrete enough times and at intervals to produce a uniform surface true to grade and free of voids. Work the screeded surface to a smooth finish with a long-handled wood or metal float or hand-float it from work bridges over the slab.Floating may not be necessary if the pan float attached to a transverse screed produces an acceptable finish.Avoid overworking the surface of the concrete.Avoid overuse of finish water Perform sufficient checks,witnessed by the Engineer,with a long-handled 16-ft. straightedge on the plastic concrete to ensure that the final surface will be within specified tolerances.Make the check with the straightedge parallel to the centerline.Lap each pass half over the preceding pass.Remove all high spots,and fill and float all depressions over 1/16 in.deep with fresh concrete.Continue checking and floating until the surface is true to grade and free of depressions,high spots,voids,or rough spots.Fill screed-rail support holes with concrete,and finish them to match the top of the slab. Finish the concrete surface to a uniform texture using a carpet drag,burlap drag,or broom finish.Finish the surface to a smooth sandy texture without blemishes,marks,or scratches deeper than 1/16 in.Apply the surface texturing using a work bridge or platform immediately after completing the straightedge checks.Draw the carpet or burlap drag longitudinally along the concrete surface,adjusting the surface contact area or pressure to provide a satisfactory coarsely textured surface.A broom finish may be performed using a fine bristle broom transversely Coat the concrete surface immediately after the carpet or burlap drag,or broom finish with a single application of evaporation retardant at a rate recommended by the manufacturer.Do not allow more than 10 min.to elapse between the texturing at any location and application of evaporation retardant.The evaporation retardant may be applied using the same work bridge used for surface texturing.Do not work the concrete surface once the evaporation retardant has been applied. Apply interim and fmal curing in accordance with Section 420 4.J,"Curing Concrete." The Contractor is responsible for the ride quality of the finished bridge slab.The Engineer will use a 10-ft. straightedge(1/8 in.in 10 ft.)to verify ride quality and to determine locations where corrections are needed.If the Engineer determines that the ride quality is unacceptable,submit a plan for approval to produce a ride of acceptable quality Make all corrections for ride before saw-cutting grooves. Saw-cut grooves in the hardened concrete of bridge slabs,bridge approach slabs,and direct-traffic culverts to produce the fmal texturing after completion of the required curing period. Cut grooves perpendicular to the structure centerline.Cut grooves continuously across the slab to within 18 in.of the barrier rail,curb,or median divider At skewed metal expansion joints in bridge slabs,adjust groove cutting by using narrow-width cutting heads so that all grooves end within 6 in. of the joint,measured perpendicular to the centerline of the metal joint.Leave no ungrooved surface wider than 6 in.adjacent to either side of the joint.Ensure that the minimum distance to the first groove,measured perpendicular to the edge of the concrete joint or from the junction between the concrete and the metal leg of the joint,is 1 in. Cut grooves continuously across construction joints or other joints in the concrete that are less than 1/2 in.wide.Apply the same procedure described above where barrier rails,curbs,or median dividers are not parallel to the structure centerline to maintain the 18-in. maximum dimension from the end of the grooves to the gutter line.Cut grooves continuously across formed concrete joints. When the plans call for a concrete overlay to be placed on the slab(new construction)or on prestressed concrete box beams or other precast elements,give a carpet drag,burlap drag,or broom finish to all concrete surfaces to be overlaid. Saw-grooving is not required in this case.Provide an average texture depth for the finish of approximately 0 035 in.with no individual test falling below 0 020 in.,unless otherwise shown on the plans, when tested in accordance with Tex-436-A.If the texture depth falls below what is intended,revise finishing procedures to produce the desired texture. When the plans require an asphalt seal,with or without overlay,on the slab(new construction),on prestressed concrete box beams,or on other precast elements,give all concrete surfaces to be covered a lightly textured broom or carpet drag finish.Provide an average texture depth of approximately 0.025 in.when tested in accordance with Tex-436-A. J. Curing Concrete.Obtain approval of the proposed curing methods,equipment,and materials before placing concrete.The Engineer may require the same curing methods for like portions of a single structure.Inadequate curing or facilities may delay all concrete placement on the job until remedial action is taken. A curing day is a calendar day when the temperature,taken in the shade away from artificial heat,is above 50°F for at least 19 hr.or,on colder days if the temperature of all surfaces of the concrete is maintained above 40°F, for the entire 24 hr The required curing period begins when all concrete has attained its initial set.Tex-440-A may be used to determine when the concrete has attained its initial set. Cure all concrete for 4 consecutive days except as noted in Table 1 Table 1 Exceptions to 4-Day Curing Required Description Type of Cement Curing Days IorIII 8 Upper surfaces of bridge slabs, II or I/II 10 top slab of direct-traffic All types with culverts,and concrete overlays supplementary 10 cementing materials Concrete piling buildups All 6 For upper surfaces of bridge slabs,bridge approach slabs,median and sidewalk slabs,and culvert top slabs constructed using Class S concrete,apply interim curing using a Type 1-D curing compound as soon as possible after application of the evaporation retardant and after the water sheen has disappeared,but no more than 45 min.after application of the evaporation retardant.Apply membrane interim curing using a work bridge or other approved apparatus to ensure a uniform application.Water-cure for fmal curing in accordance with this Section,starting as soon as possible without damaging the surface finish.Maintain the water curing for the duration noted in Table 1 Place polyethylene sheeting,burlap-polyethylene blankets,laminated mats,or insulating curing mats in direct contact with the slab when the air temperature is expected to drop below 40°F during the first 72 hr. of the curing period.Weigh down these curing materials with dry mats to maintain direct contact with the concrete and to provide insulation against cold weather Supplemental heating or insulation may be required in cold and wet weather if the insulating cotton mats become wet or if the concrete drops below the specified curing temperature.Avoid applying heat directly to concrete surfaces. For the top surface of any concrete unit upon which concrete is to be placed and bonded at a later interval(stub walls,risers,etc.)and other superstructure concrete(curbs,wingwalls,parapet walls,etc.),use only water curing in accordance with this Section. Cure all other concrete as specified in the pertinent Items.Use the following methods for curing concrete, subject to the requirements of this Item. 1. Form Curing.When forms are left in intimate contact with the concrete,other curing methods are not required except for exposed surfaces and for cold weather protection.If forms are removed before the 4-day required curing period,use another approved curing method. i 2. Water Curing.Keep all exposed surfaces of the concrete wet continuously for the required curing time. Use water curing that meets the requirements for concrete mixing water in Section 421.2.D,"Water"Do not use seawater or water that stains or leaves an unsightly residue. a. Wet Mats.Keep the concrete continuously wet by maintaining wet cotton mats in direct contact with the concrete for the required curing time.If needed,place damp burlap blankets made from 9-oz.stock on the damp concrete surface for temporary protection before applying cotton mats.Then place the dry mats and wet them immediately after they are placed.Weight the mats adequately to provide continuous contact with all concrete. Cover surfaces that cannot be cured by direct contact with mats, forming an enclosure well anchored to the forms or ground so that outside air cannot enter the enclosure.Provide sufficient moisture inside the enclosure to keep all surfaces of the concrete wet. b. Water Spray Overlap sprays or sprinklers to keep all unformed surfaces continuously wet. c. Ponding.Cover the surfaces with at least 2 in.of clean granular material,kept wet at all times,or at least 1 in. deep water Use a dam to retain the water or saturated granular material. 3. Membrane Curing.Unless otherwise shown on the plans,choose either Type 1-D or Type 2 membrane- curing compound when membrane curing is permitted.Type 1-D(Resin Base Only)is required for interim curing bridge slabs and top slabs of direct-traffic culverts and all other surfaces that require a higher grade of surface fmish.For substructure concrete provide only 1 type of curing compound on any 1 structure. Apply membrane curing just after free moisture has disappeared at a rate of approximately 180 sq.ft.per gallon.Do not spray curing compound on projecting reinforcing steel or concrete that will later form a construction joint.Do not apply membrane curing to dry surfaces.Dampen formed surfaces and surfaces that have been given a first rub so that they are moist at the time of application of the membrane. When membrane is used for complete curing,leave the film unbroken for the minimum curing period specified.Correct damaged membrane immediately by reapplication of membrane.Polyethylene sheeting, burlap-polyethylene mats,or laminated mats in close contact with the concrete surfaces are equivalent to membrane curing. K. Removal of Forms and Falsework.Unless otherwise directed,forms for vertical surfaces may be removed after the concrete has aged 12 hr after initial set provided the removal can be done without damage to the concrete.Keep forms for mass placements,defined in Section 420 4 G 14,"Mass Placements,"in place for 4 days following concrete placement. Remove forms for inside curb faces and for bridge rails whenever removal can be done without damage to the curb or railing. Leave in place weight-supporting forms and falsework spanning more than 1 ft.for all bridge components and culvert slabs except as directed otherwise until the concrete has attained a compressive strength of 2,500 psi. Remove forms for other structural components as necessary Remove inside forms(walls and top slabs)for box culverts and sewers after concrete has attained a compressive strength of 1,800 psi if an approved overhead support system is used to transfer the weight of the top slab to the walls of the box culvert or sewer before removal of the support provided by the forms. Forms or parts of forms may be removed only if constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. Remove all metal appliances used inside forms for alignment to a depth of at least 1/2 in.from the concrete surface.Make the appliances so that metal may be removed without undue chipping or spoiling of the concrete, and so that it leaves a smooth opening in the concrete surface when removed.Do not bum off rods,bolts,or ties. Remove all forms and falsework unless otherwise directed. L. Defective Work.Repair defective work as soon as possible.Remove and replace at the expense of the Contractor any defect that cannot be repaired to the satisfaction of the Engineer M. Ordinary Surface Finish.Apply an ordinary surface finish to all concrete surfaces as follows: • Chip away all loose or broken material to sound concrete where porous,spoiled,or honeycombed areas are visible after form removal. • Repair spalls by saw-cutting and chipping at least 1/2 in. deep,perpendicular to the surface to eliminate feather edges.Repair shallow cavities using a latex adhesive grout,cement mortar,or epoxy mortar as approved.Repair large areas using concrete as directed or approved. • Clean and fill holes or spalls caused by the removal of form ties,etc.,with latex grout,cement grout,or epoxy grout as approved.Fill only the holes.Do not blend the patch with the surrounding concrete.On surfaces to receive a rub finish in accordance with Item 427,"Surface Finishes for Concrete,"chip out exposed parts of metals chairs to a depth of 1/2 in. and repair the surface. • Remove all fins,runs,drips,or mortar from surfaces that will be exposed. Smooth all form marks and chamfer edges by grinding or dry-rubbing. • Ensure that all repairs are dense,well bonded,and properly cured.Finish exposed large repairs to blend with the surrounding concrete where a higher class of finish is not specified. Unless noted otherwise,apply an ordinary surface finish as the final finish to the following exposed surfaces: • inside and top of inlets, • inside and top of manholes, • inside of sewer appurtenances, • inside of culvert barrels, • bottom of bridge slabs between girders or beams,and • vertical and bottom surfaces of interior concrete beams or girders. Form marks and chamfer edges do not need to be smoothed for the inside of culvert barrels and the bottom of bridge slabs between girders or beams. 420.5.Measurement.This Item will be measured by the cubic yard, square yard,foot,square foot,or by each structure. A. General.Concrete quantities will be based on the dimensions shown on the plans or those established in writing by the Engineer In determining quantities,no deductions will be made for chamfers less than 2 in.or for embedded portions of steel or prestressed concrete beams,piling,anchor bolts,reinforcing steel,drains,weep holes,junction boxes, electrical or telephone conduit,ducts and voids for prestressed tendons,or embedded portions of light fixtures. For slab and girder spans using pan forms,a quantity will be included for the screed setting required to provide proper camber in the roadway surface after form removal. For slabs on steel or prestressed concrete beams,an estimated quantity for the haunch between the slab and beams will be included.No measurement will be made during construction for variation in the amount of haunch concrete due to variations in camber of the beams. For cast-in-place slabs on slab beams,double-T beams,or box beams,the combination of span length, theoretical camber in beams,computed deflections,and plan vertical curve will be taken into account in determining the quantity for the slab. Additional concrete that may be required by an adjustment of the profile grade line during construction,to insure proper slab thickness,will not be measured for payment. Variation in concrete headwall quantity incurred when an alternate bid for pipe is permitted will not be cause for payment adjustment. Mass placements may be either a plans quantity item or measured in place as indicated. Quantities revised by a change in design,measured as specified,will be increased or decreased and included for payment. B. Plans Quantity Structure elements designated in Table 2 and measured by the cubic yard are plans quantity measurement items.The quantity to be paid for plans quantity items is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. No adjustment will be made for footings or other in-ground elements where the Contractor has been allowed to place concrete in an excavation without forms. Table 2 Plans Quantity Payment (Cubic Yard Measurement Only) Culverts and culvert wing walls Abutments Headwalls for pipe Slab and girder spans(pan form) Retaining walls Footings Inlets and manholes Pile bent caps Shear key concrete for box and Concrete wearing surface on pre-cast slab beams box beams,slab beams or double-T beams Bridge approach slabs Cast-in-place concrete slab spans Note:Other structure elements,including pier and bent concrete,may be paid for as"plans quantity"when shown on the plans. C. Measured in Place.Items not paid for as."plans quantity"will be measured in place. 420.6.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for the various structure elements specified of the various classes of concrete.Mass placements,as defined in Section 420.4 G 14,"Mass Placements,"will be paid for separately for the various classes of concrete.This price is full compensation for furnishing,hauling,and mixing concrete materials;furnishing,bending,fabricating,splicing,welding and placing the required reinforcement;clips, blocks,metal spacers,ties,wire,or other materials used for fastening reinforcement in place;placing,finishing, curing,and grooving concrete;applying ordinary surface finish;furnishing and placing drains,metal flashing strips, and expansion joint material,excavation,subgrade preparation,and disposal of excavated material for bridge approach slabs;and forms and falsework,equipment,labor,tools,and incidentals. Diaphragm concrete will not be paid for directly but is subsidiary to the slab unless otherwise shown on the plans. Design and installation of foundations for falsework is at the Contractor's expense. The following procedure will be used to evaluate concrete where 1 or more project acceptance test specimens fail to meet the required design strength specified in Item 421,"Hydraulic Cement Concrete,"or in the plans: • The concrete for a given placement will be considered structurally adequate and accepted at full price if the average of all test results for specimens made at the time of placement meets the required design strength provided that no single test result is less than 85%of the required design strength. • The Engineer will perform a structural review of the concrete to determine its adequacy to remain in service if the average of all test results for specimens made at the time of placement is less than the required design strength or if any test results are less than 85%of the required design strength.If cores are required to determine the strength of the in-situ concrete,take cores at locations designated by the Engineer in accordance with Tex-424-A.The coring and testing of the cores will be at the Contractor's expense.The Engineer will test the cores. • If all of the tested cores meet the required design strength,the concrete will be paid for at the full price. • If any of the tested cores do not meet the required design strength but the average strength attained is determined to be structurally adequate,the Engineer will determine the limits of the pay adjustment.The average strength of the cores tested will be used in the pay adjustment formula. • Remove concrete that is not structurally adequate. • Concrete that has been determined to be structurally adequate may be accepted at an adjusted price based on the following formula. A=0.l0Bp+075(Sa/Ss)2Bp where: A=Amount to be paid per unit of measure for the entire placement in question Sa=Actual strength from cylinders or cores.Use values from cores,if taken. Ss=Minimum required strength(specified) Bp=Umt bid price. • The decision to reject structurally inadequate concrete or to apply the pay adjustment will be made no later than 56 days after placement. ITEM 421 HYDRAULIC CEMENT CONCRETE 421.1.Description.Furnish hydraulic cement concrete for concrete pavements,concrete structures,and other concrete construction. 421.2.Materials. A. Cement.Furnish cement conforming to DMS-4600,"Hydraulic Cement" B. Supplementary Cementing Materials(SCM). 1. Fly Ash.Furnish fly ash conforming to DMS-4610,"Fly Ash." 2. Ultra-Fine Fly Ash(UFFA).Furnish UFFA conforming to DMS-4610,"Fly Ash." 3. Ground Granulated Blast-Furnace Slag(GGBFS).Furnish GGBFS conforming to DMS-4620,"Ground Granulated Blast-Furnace Slag,"Grade 100 or 120 4. Silica Fume.Furnish silica fume conforming to DMS-4630,"Silica Fume." 5. Metakaolin.Furnish metakaolin conforming to DMS-4635,"Metakaolin." C. Chemical Admixtures.Furnish admixtures conforming to DMS-4640,"Chemical Admixtures for Concrete." Do not use calcium chloride. D. Water Furnish mixing and curing water that is free from oils,acids,organic matter,or other deleterious substances.Water from municipal supplies approved by the Texas Department of Health will not require testing.When using water from other sources,provide test reports showing compliance with Table 1 before use. Water that is a blend of concrete wash water and other acceptable water sources,certified by the concrete producer as complying with the requirements of both Table 1 and Table 2,may be used as mix water Test the blended water weekly for 4 weeks for compliance with Table 1 and Table 2 or provide previous test results. Then test every month for compliance.Provide water test results upon request. Table 1 Chemical Limits for Mix Water Maximum Contaminant Test Method Concentration (PPm) Chloride(Cl) ASTM D 512 Prestressed concrete 500 Bridge decks&superstructure 500 All other concrete 1,000 Sulfate(SO4) ASTM D 516 1,000 Alkalies(Na2O+0 658K20) ASTM D 4191 & 600 ASTM D 4192 Total solids AASHTO T 26 50,000 Table 2 Acceptance Criteria for Questionable Water Supplies Property Test Method Limits Compressive strength,min%control ASTM C 1091 90 at 7 days Time of set,deviation from control, ASTM C 1911from 60 early Min. to 90 later 1.Base comparisons on fixed proportions and the same volume of test water compared to the control mix using city water or distilled water. Do not use mix water that has an adverse effect on the air-entraining agent,on any other chemical admixture,or on strength or time of set of the concrete.When using white hydraulic cement,use mixing and curing water free of iron and other impurities that may cause staining or discoloration. E. Aggregate. Supply aggregates that meet the definitions in Tex-100-E.Provide coarse and fine aggregates from sources listed in the Department's Concrete Rated Source Quality Catalog(CRSQC).Provide aggregate from non-listed sources only when tested and approved by the Engineer before use.Allow 30 calendar days for the Engineer to sample,test,and report results for non-listed sources.Do not combine approved material with unapproved material. 1. Coarse Aggregate.Provide coarse aggregate consisting of durable particles of gravel,crushed blast furnace slag,recycled crushed hydraulic cement concrete,crushed stone,or combinations thereof that are free from frozen material and from injurious amounts of salt,alkali,vegetable matter,or other objectionable material,either free or as an adherent coating.Provide coarse aggregate of uniform quality throughout. Provide coarse aggregate that,when tested in accordance with Tex-413-A,has: • at most 0.25%by weight of clay lumps, • at most 1.0%by weight of shale,and • at most 5 0%by weight of laminated and friable particles. Wear must not be more than 40%when tested in accordance with Tex-410-A. Unless otherwise shown on the plans,provide coarse aggregate with a 5-cycle magnesium sulfate soundness of not more than 18%when tested in accordance with Tex-411-A. Crushed recycled hydraulic cement concrete is not subject to the 5-cycle soundness test. The loss by decantation as tested in accordance with Tex-406-A,plus the allowable weight of clay lumps, must not exceed 1 0%or the value shown on the plans,whichever is smaller In the case of aggregates made primarily from crushing stone,if the material fmer than the No.200 sieve is established to be the dust of fracture and essentially free from clay or shale as established by Tex-406-A,Part III,the limit may be increased to 1.5%.When crushed limestone coarse aggregate is used in concrete pavements,the decant may exceed 1 0%but not more than 3 0%if the material fmer than the No.200 sieve is determined to be at least 67%calcium carbonate in accordance with Tex-406-A,Part III. Unless otherwise specified,provide aggregate conforming to the gradation requirements shown in Table 3 when tested in accordance with Tex-401-A. Table 3 Coarse Aggregate Gradation Chart Percent Passing on Each Sieve Aggregate Nominal 2" �� �� 3/4" 1/2" i Grade Size 2-1/2" 1-1/2 1 3/8' No.4 No.8 1 2" 100 80-100 50-85 20-40 0-5 2(467) 1-1/2" 100 95-100 35-70 10-30 0-5 3 1-1/2" 100 95-100 60-90 25-60 0-5 4(57) 1" 100 95-100 25-60 0-10 0-5 5(67) 3/4" 100 90-100 20-55 0-10 0-5 6(7) 1/2" 100 90-100 40-70 0-15 0-5 7 3/8" 100 70-95 0-25 8 3/8" 100 95-100 20-65 0-10 1.Corresponding ASTM C 33 gradation shown in parentheses. 2. Fine Aggregate.Provide fine aggregate consisting of clean,hard,durable particles of natural or manufactured sand or a combination thereof with or without mineral filler.Provide fine aggregate free from frozen material and from mjurious amounts of salt,alkali,vegetable matter,or other objectionable material, and containing no more than 0.5%clay lumps by weight in accordance with Tex-413-A. Provide fine aggregate that does not show a color darker than standard when subjected to the color test for organic impurities in accordance with Tex-408-A. Unless otherwise shown on the plans,use fine aggregate with an acid insoluble residue of at least 60%by weight when tested in accordance with Tex-612-J in all concrete subject to direct traffic. Unless otherwise shown on the plans,when necessary,blend the fme aggregate to meet the acid insoluble residue requirement.When blending,use the following equation: Acid Insoluble(%)= {(A1)(P1)+(A2)(P2)}/100 where: Al=acid insoluble(%)of aggregate 1 A2=acid insoluble(%)of aggregate 2 P1=percent by weight of AI of the fme aggregate blend P2=percent by weight of A2 of the fme aggregate blend Provide fme aggregate or combinations of aggregates,including mineral filler,conforming to the gradation requirements shown in Table 4 when tested in accordance with Tex-401-A unless otherwise specified. Table 4 Fine Aggregate Gradation Chart(Grade 1) Sieve Size Percent Passing 3/8 in. 100 No.4 95-100 No. 8 80-100 No. 16 50-85 No 30 25-65 No. 50 10-351 No. 100 0-10 No.200 0-32 1.6-35 when sand equivalent value is greater than 85. 2.0-6 for manufactured sand. Unless otherwise shown on the plans,provide fme aggregate with a sand equivalent of at least 80 in accordance with Tex-203-F For all classes of concrete except Class K,provide fine aggregate with a fineness modulus between 2.30 and 3 10 as determined by Tex-402-A.For Class K concrete,provide a fine aggregate with a fineness modulus between 2.60 to 2.80 unless otherwise shown on the plans. 3. Mineral Filler Provide mineral filler consisting of stone dust,clean crushed sand,or other approved inert material with 100%passing the No.30 sieve and 65 to 100%passing the No.200 sieve when tested in accordance with Tex-401-A. F Mortar and Grout.When required or shown on the plans,provide mortar and grout consisting of 1 part hydraulic cement,2 parts sand,and sufficient water to provide the desired consistency Provide mortar with a consistency such that the mortar can be easily handled and spread by trowel.Provide grout of a consistency that will flow into and completely fill all voids. 421.3.Equipment. A. Concrete Plants and Mixing Equipment.Except for volumetric mixers(auger/mixer),each plant and truck mixer must be currently certified by the National Ready Mixed Concrete Association(NRMCA)or have an inspection report signed and sealed by a licensed professional engineer showing that concrete measuring, mixing,and delivery equipment meets all requirements of ASTM C 94 A new certification or signed and sealed report is required every time a plant is moved.Plants with a licensed engineer's inspection require reinspection every 2 years.Provide a copy of the certification or the signed and sealed inspection report to the Engineer When equipment or facilities fail to meet specification requirements,remove them from service until corrected. 1. Scales.Check all scales prior to beginning of operations,after each move,or whenever their accuracy or adequacy is questioned,and at least once every 6 mo.Immediately correct deficiencies,and recalibrate. Provide a record of calibration showing scales in compliance with ASTM C 94 requirements.Check batching accuracy of volumetric water batching devices and admixture dispensing devices at least every 90 days.Perform daily checks as necessary to ensure measuring accuracy 2. Volumetric Mixers.Provide volumetric mixers with rating plates defining the capacity and the performance of the mixer in accordance with the Volumetric Mixer Manufacturers Bureau or equivalent. Provide volumetric mixers that comply with ASTM C 685 Provide test data showing mixers meet the uniformity test requirements of Tex-472-A. 3. Agitators and Truck and Stationary Mixers.Inspect and furnish inspection reports on truck mixers and agitators annually If an inspection within 12 mo.is not practical,a 2-mo.grace period(for a maximum of 14 mo.between inspections)is permitted.Include in the report the condition of blades and fms and their percent wear from the original manufacturer's design.Repair mixing equipment exhibiting 10%or more wear before use.Provide truck mixers and agitators equipped with means to readily verify the number of revolutions of the drum,blades,or paddles. Provide stationary and truck mixers capable of combining the ingredients of the concrete within the specified time or the number of revolutions specified into a thoroughly mixed and uniform mass and capable of discharging the concrete so that at least 5 of the 6 requirements of Tex-472-A are met. As directed,to resolve issues of mix uniformity and mixer performance,perform concrete uniformity tests on mixers or agitators in accordance with Tex-472-A. Perform the mixer or agitator uniformity test at the full rated capacity of the equipment and within the maximum mixing time or maximum number of revolutions.Remove from service all equipment that fails the uniformity test. Inspect and maintain mixers and agitators.Keep them reasonably free of concrete buildup,and repair or replace worn or damaged blades or fms. Ensure all mixers have a plate affixed showing manufacturer's recommended operating speed and rated capacity for mixing and agitating. B. Hauling Equipment.Provide hauling equipment capable of maintaining the mixed concrete in a thoroughly mixed and uniform mass and of discharging the concrete with a satisfactory degree of uniformity When using non-agitating equipment for transporting concrete,provide equipment with smooth,mortar-tight metal containers equipped with gates that prevent accidental discharge of the concrete. C. Testing Equipment.Unless otherwise shown on the plans or specified,in accordance with the pertinent test procedure,furnish and maintain. • test molds, • curing facilities, • maturity meters if used,and • wheelbarrow or other container acceptable for the sampling of the concrete. Provide strength-testing equipment in accordance with the Contract controlling,test unless shown otherwise. 421.4.Construction. A. Classification and Mix Design.Furnish mix designs using ACI 211,"Standard Practice for Selecting Proportions for Normal,Heavyweight,and Mass Concrete,"or other approved procedures for the classes of concrete required in accordance with Table 5 Do not exceed the maximum water-to-cementitious-material ratio. A higher-strength class of concrete with equal or lower water-to-cementitious-material ratio may be substituted for the specified class of concrete. To account for production variability and ensure minimum compressive strength requirements are met,over- design the mix in accordance with Table 6. 1. Cementitious Materials.Use cementitious materials from prequalified sources;otherwise,request sampling and testing for approval before use.Unless otherwise specified or approved,limit cementitious material content to no more than 700 lb.per cubic yard.When supplementary cementing materials are used, "cement"is defined as"cement plus supplementary cementing material." Use Type III cement only in precast concrete or when specified or permitted. For monolithic placements,use cement of the same type and from the same source. When sulfate-resistant concrete is required,use mix design options 1,2,3,or 4 given in Section 421 4.A.6, "Mix Design Options,"using Type I/II,II,V,IP,or IS cement.Do not use Class C fly ash in sulfate- resistant concrete. Do not use supplementary cementing materials when white hydraulic cement is specified. Table 5 Concrete Classes Design Strength, Coarse Class of Maximum Concrete Min' WIC Ratio' Aggregate General Usage 28-day f'� Grades"' (psi) Inlets,manholes,curb,gutter,curb& A 3,000 0.60 1-4,8 gutter,conc.retards,sidewalks,driveways, backup walls,anchors B 2,000 0.60 2-7 Riprap,small roadside signs,and anchors Drilled shafts,bridge substructure,bridge railing,culverts except top slab of direct C5 3,600 0.45 1-6 traffic culverts,headwalls,wing walls, approach slabs,concrete traffic barrier (cast-in-place) D 1,500 0.60 2-7 Riprap E 3,000 0.50 2-5 Seal concrete F5 Note 6 0.45 2-5 Railroad structures;occasionally for bridge piers,columns,or bents H5 Note 6 0.45 3-6 Prestressed concrete beams,boxes,piling, and concrete traffic barrier(precast) Bridge slabs,top slabs of direct traffic SS 4,000 0.45 2-5 culverts See 0.45 2-3 Concrete pavement Item 360 DC5 5,500 0.40 6 Dense conc.overlay CO5 4,600 0.40 6 Conc.overlay LMC5 4,000 0.40 6-8 Latex-modified concrete overlay SS' Note 7 0.45 1 6 Slurry displacement shafts,underwater drilled shafts K5 Note 6 0.45 Note 6 Note 6 HES Note 6 0.45 Note 6 Note 6 1 Maximum water-cement or water-cementitious ratio by weight. 2.Unless otherwise permitted,do not use Grade 1 coarse aggregate except in massive foundations with 4-in.minimum clear spacing between reinforcing steel bars.Do not use Grade 1 aggregate in drilled shafts. 3.Unless otherwise approved,use Grade 8 aggregate in extruded curbs. 4 For information only 5.Structural concrete classes. 6.As shown on the plans or specified. 7 Cementitious material content shall be minimum 658 lb/cy of concrete. Table 6 Over Design to Meet Compressive Strength Requirements' Standard Deviation,psi No.of Tests s 300 400 500 600 700 15 470 620 850 1,120 1,390 20 430 580 760 1,010 1,260 30 or more 400 530 670 900 1,130 1.When designing the mix,add the tabulated amounts to the minimum design strength in Table 5. 2.Number of tests of a concrete mixture used to estimate the standard deviation of a concrete production facility Test of another mix within 1,000 psi of the specified strength may be used. 3 If less than 15 prior tests are available,the overdesign should be 1,000 psi for specified strength less than 3,000 psi,1,200 psi for specified strengths from 3,000 to 5,000 psi and 1,400 psi for specified strengths greater than 5,000 psi. 2. Aggregates.Limit the use of recycled crushed hydraulic cement concrete as a coarse or fine aggregate to Class A,B,D,E,and P concrete.Limit recycled crushed concrete fine aggregate to a maximum of 20%of the fine aggregate. When white hydraulic cement is specified,use light-colored aggregates. 3. Chemical Admixtures.Use only preapproved concrete chemical admixtures from the list of prequalified concrete admixtures maintained by the Construction Division. Submit non-preapproved admixtures for testing to the Engineer for approval.Do not use high-range water-reducing admixtures(Type F or G)or accelerating admixtures(Type C or E)in bridge deck concrete. 4. Air Entrainment.Air-entrain all concrete except for Class B in accordance with Table 7 unless otherwise shown on the plans.Use moderate exposure values unless otherwise specified.If the air content is more than 1-1/2 percentage points below or 3 percentage points above the required air,the load of concrete will be rejected.If the air content is more than 1-1/2 but less than 3 percentage points above the required air,the concrete may be accepted based on strength tests. Table 7 Air Entrainment Nominal Maximum %Air' Aggregate Size,in. Moderate Exposure Severe Exposure 3/8 (Grades 7&8) 6 7-1/2 1/2(Grade 6) 5-1/2 7 3/4(Grade 5) 5 6 1 (Grade 4) 4-1/2 6 1-1/2(Grades 2&3) 4-1/2 5-1/2 2(Grade 1) 4 5 1.For specified concrete strengths above 5,000 psi a reduction of 1 percentage point is permitted. 5. Slump.Unless otherwise specified,provide concrete slump in accordance with Table 8 using the lowest slump possible that can be placed and finished efficiently without segregation or honeycombing. Concrete that exceeds the maximum acceptable placement slump at time of delivery will be rejected. When approved,the slump of a given concrete mix may be increased above the values shown in Table 8 using chemical admixtures,provided that the admixture-treated concrete has the same or lower water— cement or water—cementitious-material ratio and does not exhibit segregation or excessive bleeding. Request approval for the'mix design sufficiently in advance for proper evaluation by the Engineer Table 8 Slump Requirements Recommended Design Maximum Acceptable Concrete Designation and Placement Slump, Placement Slump,in. in. Drilled shafts See Item 416 See Item 416 Thin walled section 4 6-1/2 (9 in.or less) Approach slabs,concrete overlays,caps,columns,piers, 3 5 wall sections(over 9 in.) Bridge slabs 4 5-1/2 Prestressed concrete members' 4 6-1/2 Concrete traffic barrier, 4 6-1/2 concrete bridge railing Dense concrete overlay 3/4 2 Latex-modified conc.for 3 7-1/2 bridge deck overlays Concrete placed underwater 6 8-1/2 Concrete pavement(slip- 1-1/2 3 formed) Concrete pavement(formed) 4 6-1/2 Riprap,curb,gutter,slip- As approved As approved formed,and extruded concrete 1.If a high-range water reducer(HRWR)is used,maximum acceptable placement slump will be 9 in. 6. Mix Design Options.For structural concrete identified in Table 5 and any other class of concrete designed using more than 520 lb.of cementitious material per cubic yard,use one of the mix design Options 1-8 shown below For concrete classes not identified as structural concrete and designed using less than 520 lb. of cementitious material per cubic yard,use one of the mix design Options 1-8 shown in Table 5,except that Class C fly ash may be used instead of Class F fly ash for Options 1,3,and 4 unless sulfate-resistant concrete is required. a. Option 1.Replace 20 to 35%of the cement with Class F fly ash. b. Option 2.Replace 35 to 50%of the cement with GGBFS. c. Option 3.Replace 35 to 50%of the cement with a combination of Class F fly ash,GGBFS,or silica fume.However,no more than 35%may be fly ash,and no more than 10%maybe silica fume. d. Option 4.Use Type IP or Type IS cement.(Up to 10%of a Type IP or Type IS cement may be replaced with Class F fly ash,GGBFS,or silica fume.) e. Option 5.Replace 35 to 50%of the cement with a combination of Class C fly ash and at least 6%of silica fume,UFFA,or metakaolin.However,no more than 35%may be Class C fly ash,and no more than 10%may be silica fume. f. Option 6.Use a lithium nitrate admixture at a minimum dosage of 0.55 gal.of 30%lithium nitrate solution per pound of alkalis present in the hydraulic cement. g. Option 7 When using hydraulic cement only,ensure that the total alkali contribution from the cement in the concrete does not exceed 4 00 lb.per cubic yard.of concrete when calculated as follows: lb.alkaliper cu.yd._(lb.cement per cu.yd.)x(%Na2O equivalent in cement) 100 In the above calculation,use the maximum cement alkali content reported on the cement mill certificate. h. Option 8.For any deviations from Options 1-7,perform the following: • Test both coarse and fine aggregate separately in accordance with ASTM C 1260,using 440 g of the proposed cementitious material in the same proportions of hydraulic cement to supplementary cementing material to be used in the mix. • Before use of the mix,provide the certified test report signed and sealed by a licensed professional engineer demonstrating that the ASTM C 1260 test result for each aggregate does not exceed 0 10%expansion. B. Trial Batches.Perform all preliminary trial batches and testing necessary to substantiate the proposed mix designs,and provide documentation including mix design,material proportions,and test results substantiating that the mix design conforms to specification requirements. Make all final trial batches using the proposed ingredients in a mixer that is representative of the mixers to be used on the job.Make the batch size at least 50%of the mixer's rated capacity Perform fresh concrete tests for air and slump,and make,cure,and test strength specimens for compliance with specification requirements.Test at least 3 sets of design strength specimens with 2 specimens per set in accordance with Tex-418-A or Tex-448-A for each test age.Before placing,provide the Engineer the option of witnessing final trial batches, including the testing of the concrete.If not provided this option,the Engineer may require additional trial batches,including testing,before the concrete is placed. Establish 7-day compressive strength target values using the following formula for each concrete mix to be used. Target value=Minimum design strength x 7-day avg.trial batch strength 28-day avg.trial batch strength When there are changes in aggregates or in type,brand,or source of cement,SCM,or chemical admixtures, reevaluate the mix as a new mix design.A change in vendor does not necessarily constitute a change in materials or source.When only the brand or source of cement is changed and there is a prior record of satisfactory performance of the cement with the ingredients,new trial batches may be waived by the Engineer When the maturity method is specified or permitted,establish the strength—maturity relationship in accordance with Tex-426-A.When using the maturity method any changes in any of the ingredients,including changes in proportions,will require the development of a new strength—maturity relationship for the mix. C. Storage of Materials. 1. Cement,Supplementary Cementing Materials,and Mineral Filler Store all cement,supplementary cementing materials,and mineral filler in weatherproof enclosures that will protect them from dampness or absorption of moisture. When permitted,small quantities of sacked cement may be stored in the open,on a raised platform,and under waterproof covering for up to 48 hours. 2. Aggregates.Handle and store concrete aggregates in a manner that prevents contamination with foreign materials.If the aggregates are stored on the ground,clear the sites for the stockpiles of all vegetation,level the sites, and do not use the bottom 6-in.layer of aggregate without cleaning the aggregate before use. When conditions require the use of 2 or more grades of coarse aggregates,maintain separate stockpiles and prevent intermixing.Where space is limited,separate the stockpiles using physical barriers. Store aggregates from different sources in different stockpiles unless the Engineer authorizes pre-blending of the aggregates.Minimize segregation in stockpiles.Remix and test stockpiles when segregation is apparent. Sprinkle stockpiles to control moisture and temperature as necessary Maintain reasonably uniform moisture content in aggregate stockpiles. 3. Admixtures.Store admixtures in accordance with manufacturer's recommendations and prevent admixtures from freezing. D Measurement of Materials.Except for volumetric mixers,measure concrete materials by weight.Measure mixing water,consisting of water added to the batch,ice added to the batch,water occurring as surface moisture on the aggregates,and water introduced in the form of admixtures,by volume or weight.Measure ice by weight.Measure cement and supplementary cementing materials in a weigh hopper and on a separate scale from those used for other materials.Measure the cement first when measuring the cumulative weight.Measure concrete chemical admixtures in powdered form by weight.Measure concrete chemical admixtures in liquid form by weight or volume.Measure batch materials within the tolerances of Table 9 Table 9 Measurement Tolerances—Non-Volumetric Mixers Material Tolerance(%) Cement,wt. ±1 Mineral admixture,wt. ±1 Cement+SCM(cumulative weighing),wt. ±1 Water,wt.or volume ±3 Fine aggregate,wt. ±2 Coarse aggregate,wt. ±2 Fine+coarse aggregate(cumulative weighing),wt. ±1 Chemical admixtures,wt.or volume ±3 When measuring cementitious materials at less than 30%of scale capacity,ensure that the quantity measured is accurate to not less than the required amount and not more than 4%in excess.When measuring aggregates in a cumulative weigh batcher at less than 30%of the scale capacity,ensure that the cumulative quantity is measured accurate to±0.3%of scale capacity or±3%of the required cumulative weight,whichever is less. For volumetric mixers,base tolerances on volume—weight relationship established by calibration,and measure the various ingredients within the tolerances of Table 10 Correct batch weight measurements for moisture. When approved,under special circumstances,measure cement in bags of standard weight.Weighing of sacked cement is not required.Do not use fractional bags except for small hand-mixed batches of approximately 5 cu.ft.or less and when an approved method of volumetric or weight measurement is used. Table 10 Measurement Tolerances—Volumetric Mixers Material Tolerance Cement,wt. % 0 to+4 SCM,wt. % 0 to+4 Fine aggregate,wt. % ±2 Coarse aggregate,wt.% ±2 Admixtures,wt. or volume% f3 Water,wt.or volume% ±1 E. Mixing and Delivering Concrete.Mix and deliver concrete by means of one of the following operations: • central-mixed, • shrink-mixed, • truck-mixed, • volumetric mixer-mixed,or • hand-mixed. Operate mixers and agitators within the limits of the rated capacity and speed of rotation for mixing and agitation as designated by the manufacturer of the equipment. For shrink-mixed and truck-mixed concrete,when there is a reason to suspect the uniformity of concrete delivered using a truck mixer or truck agitator,conduct slump tests of 2 individual samples taken after discharging approximately 15%and 85%of the load as a quick check of the probable degree of uniformity Take the 2 samples within an elapsed time of at most 15 min.If the slumps of the 2 samples differ by more than the values shown in Table 11,investigate the causes and take corrective actions including adjusting the batching sequence at the plant and the mixing time and number of revolutions.Delivery vehicles that fail to meet the mixing uniformity requirements must not be used until the condition is corrected. Table 11 Slump Tolerances Average Slump Slump Tolerance2 4 in.or less 1.0 in. 4to6in. 1.5in. 1 Do not apply these tolerances to the required slumps in Table 8. 2.Maximum permissible difference in results of test of samples from 2 locations in the concrete batch. Re-tempering or adding concrete chemical admixtures is only permitted at the job site when concrete is delivered in a truck mixer.Do not add water after the introduction of mixing water at the batch plant except on arrival at the job site,with approval,to adjust the slump of the concrete.When this water is added,do not exceed the mix design water—cementitious-material ratio.Turn the drum or blades at least 30 additional revolutions at mixing speed to ensure thorough and uniform mixing of the concrete.Do not add water or chemical admixtures to the batch after any concrete has been discharged. Maintain concrete delivery and placement rates sufficient to prevent cold joints. Before unloading,furnish the delivery ticket for the batch of concrete containing the information required on Department Form 596,"Concrete Batch Ticket." When the concrete contains silica fume,adjust mixing times and batching operations as necessary to ensure the material is completely and uniformly dispersed in the mix.The dispersion of the silica fume within the mix will be verified by the Construction Division,Materials and Pavements Section,using cylinders made from trial batches.If uniform dispersion is not achieved,make necessary changes to the batching operations until uniform and complete dispersion of the silica fume is achieved. 1. Central-Mixed Concrete.Provide concrete that is mixed completely in a stationary mixer Mix concrete for a period of 1 min.for 1 cu.yd.and 15 sec.for each additional cu.yd.of rated capacity of the mixer unless mixer performance test data demonstrate that shorter mixing times can be used to obtain a uniform mix in accordance with Tex-472-A. Count the mixing time from the time all the solid materials are in the drum.Charge the mixer so that some water will enter before the cement and aggregate.Ensure that all water is in the drum by the end of the first 1/4 of the specified mixing time.Adjust the mixing time if necessary to achieve a uniform mix. Concrete mixed completely in a stationary mixer must be delivered to the project in a truck mixer,truck agitator,or non-agitating delivery vehicle.When a truck mixer or truck agitator is used for transporting concrete,use the manufacturer's designated agitating speed for any turning during transportation.Non-agitating delivery vehicles must be clean and free of built-up concrete with adequate means to control concrete discharge.Deliver the concrete to the project in a thoroughly mixed and uniform mass,and discharge the concrete with a satisfactory degree of uniformity Resolve questions regarding the uniformity of the concrete by testing when directed by the Engineer in accordance with Tex-472-A. 2. Shrink-Mixed Concrete.Provide concrete that is first partially mixed in a stationary mixer and then mixed completely in a truck mixer Partially mix for the minimum time required to intermingle the ingredients in the stationary mixer,and then transfer to a truck mixer and mix the concrete at the manufacturer's designated mixing speed for an adequate amount of time to produce thoroughly mixed concrete.Deliver the concrete to the project in a thoroughly mixed and uniform mass,and discharge the concrete with a satisfactory degree of uniformity 3. Truck-Mixed Concrete.Mix the concrete in a truck mixer from 70 to 100 revolutions at the mixing speed designated by the manufacturer to produce a uniform concrete mix.Deliver the concrete to the project in a thoroughly mixed and uniform mass and discharge the concrete with a satisfactory degree of uniformity Additional mixing at the job site at the mixing speed designated by the manufacturer is allowed as long as concrete is discharged before the drum has revolved a total of 300 revolutions after the introduction of the mixing water to the cement and the aggregates. 4. Volumetric Mixer-Mixed Concrete.Unless otherwise specified or permitted,perform all mixing operations in accordance with manufacturer's recommended procedures.Provide an accurate method of measuring all ingredients by volume,and calibrate equipment to assure correct measurement of materials within the specified tolerances. 5. Hand-Mixed Concrete.When permitted,for small placements of less than 2 cu.yd.,mix up to a 2-sack batch of concrete by hand methods or in a small motor-driven mixer For such placements,proportion the mix by volume or weight. F Placing,Finishing,and Curing Concrete.Place,finish,and cure concrete in accordance with the pertinent Items. G. Sampling and Testing of Concrete.Unless otherwise specified,all fresh and hardened concrete is subject to testing as follows: 1. Sampling Fresh Concrete.Provide all material to be tested.Fresh concrete will be sampled for testing at the discharge end if using belt conveyors or pumps.When it is impractical to sample at the discharge end,a sample will be taken at the time of discharge from the delivery equipment and correlation testing will be performed and documented to ensure specification requirements are met at the discharge end. 2. Testing of Fresh Concrete. a. Air Content.Tex-414-A or Tex-416-A. b. Slump.Tex-415-A. c. Temperature.Tex-422-A. d. Making and Curing Strength Specimens.Tex-447-A. 3. Testing of Hardened Concrete.Only compressive strength testing will be used unless otherwise specified or shown on the plans. a. Compressive Strength.Tex-418-A. b. Flexural Strength.Tex-448-A. c. Maturity Tex-426-a. 4. Certification of Testing Personnel.Contractor personnel performing testing must be either ACI-certified or qualified by a Department-recognized equivalent written and performance testing program for the tests being performed.Personnel performing these tests are subject to Department approval.Use of a commercial laboratory is permitted.All personnel performing testing using the maturity method must be qualified by a training program recognized by the Department before using this method on the job. 5. Adequacy and Acceptance of Concrete.The Engineer will sample and test the fresh and hardened concrete for acceptance.The test results will be reported to the Contractor and the concrete supplier For any concrete that fails to meet the required strengths as outlined below,investigate the quality of the materials,the concrete production operations,and other possible problem areas to determine the cause. Take necessary actions to correct•the problem including redesign of the concrete mix.The Engineer may suspend all concrete operations under the pertinent Items if the Contractor is unable to identify,document, and correct the cause of the low strengths in a timely manner Resume concrete operations only after obtaining approval for any proposed corrective actions. a. Structural Concrete.For concrete classes identified as structural concrete in Table 5,the Engineer will make and test 7-day and 28-day specimens.Acceptance will be based on the design strength given in Table 5 The Engineer will evaluate the adequacy of the concrete by comparing 7-day test results to the target value established in accordance with Section 421 4.B,"Trial Batches." b. All Other Concrete.For concrete classes not identified as structural concrete in Table 5,the Engineer will make and test 7-day specimens.The Engineer will base acceptance on the 7-day target value established in accordance with Section 421 4.B,"Trial Batches." 6. Test Sample Handling.Unless otherwise shown on the plans or directed,remove forms and deliver department test specimens to curing facilities,in accordance with pertinent test procedures.Clean and prepare forms for reuse. 421.5.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. ITEM 432 RIPRAP 432.1.Description.Furnish and place concrete,stone,cement-stabilized,or special riprap. 432.2.Materials.Furnish materials in accordance with the following: • Item 420,"Concrete Structures" • Item 421,"Hydraulic Cement Concrete" • Item 431,"Pneumatically Placed Concrete" • Item 440,"Reinforcing Steel" • DMS-6200,"Filter Fabric." A. Concrete Riprap.Use Class B Concrete unless otherwise shown on the plans. B. Pneumatically Placed Concrete Riprap.Use Class II concrete that meets Item 431, "Pneumatically Placed Concrete,"unless otherwise shown. C. Stone Riprap.Unless otherwise shown on the plans,use durable natural stone with a minimum bulk specific gravity of 2.40 as determined by Tex-403-A.Provide stone that,when tested in accordance with Tex-411-A,has a maximum weight loss of 18%after 5 cycles of magnesium sulfate solution and 14%after 5 cycles of sodium sulfate solution. For all types of stone riprap perform a size verification test on the first 5,000 sq.yd.of finished riprap stone at a location determined by the Engineer.Weigh each stone in a square test area with the length of each side of the square equal to 3 times the specified riprap thickness.The weight of the stones, excluding spalls,should be as specified below Additional tests may be required.Do not place additional riprap until the initial 5,000 sq.yd.of rikrap has been approved. When specified,provide grout or mortar in accordance with Item 421,"Hydraulic Cement Concrete." Provide grout with a consistency that will flow into and fill all voids. Provide filter fabric in accordance with DMS-6200,"Filter Fabric."For protection stone riprap, provide Type 2 filter fabric unless otherwise shown on the plans.For Type R,F,or Common stone riprap,provide Type 2 filter fabric when shown on the plans. 1. Type R.Use stones between 50 and 250 lb.with a minimum of 50%of the stones heavier than 100 lb. 2. Type F Use stones between 50 and 250 lb.with a minimum of 40%of the stones heavier than 100 lb.Use stones with at least 1 broad flat surface. 3. Common.Use stones between 50 and 250 lb.Use stones that are at least 3 in.in their least dimension.Use stones that are at least twice as wide as they are thick.When shown on the plans or approved,material may consist of broken concrete removed under the Contract or from other approved sources.Before placement of each piece of broken concrete,cut exposed reinforcement flush with all surfaces. 4. Protection.Use boulders or quarried rock that meets the gradation requirements of Table 1 Both the width and the thickness of each piece of riprap must be at least 1/3 of the length.When shown on the plans or as approved,material may consist of broken concrete removed under the Contract or from other approved sources.Before placement of each piece of broken concrete,cut exposed reinforcement flush with all surfaces.Determine gradation of the finished,in place,riprap stone under the direct supervision of the Engineer in accordance with Tex-411-A,Part II. Table 1 In-Place Protection Riprap Gradation Requirements Thickness Maximum Size 90%Size' 50%Size' 8%Size', (lb.) (lb.) (lb.) Minimum(lb.) 12 in. 200 80-180 30-75 3 15 in. 320 170-300 60-165 20 18 in. 530 290-475 105-220 22 21 in. 800 460-720 175-300 25 24 in. 1,000 550-850 200-325 30 30 in. 2,600 1,150-2,250 400-900 40 1 As defined in Tex-401-A,Part II. Provide bedding stone that in-place meets the gradation requirements shown in Table 2 or as otherwise shown on the plans.Detennine size distribution in accordance with Tex-401-A,Part I. Table 2 Protection Riprap Bedding Material Gradation Requirements Sieve Size(Sq.Mesh) %by Weight Passing 3 in. 100 1-1/2 in. 50-80 3/4 in. 20-60 No.4 0-15 No. 10 0-5 D. Cement-Stabilized Riprap.Provide aggregate that meets Item 247,"Flexible Base,"for the type and grade shown on plans.Use cement-stabilized riprap with 7%hydraulic cement by dry weight of the aggregate. E. Special Riprap.Furnish materials for special riprap according to the plans. 432.3.Construction.Dress slopes and protected areas to the line and grade shown on the plans before the placement of riprap.Place riprap and toe walls according to details and dimensions shown on the plans or as directed. A. Concrete Riprap.Reinforce concrete riprap with 6 x 6-W2.9 x W2.9 welded wire fabnc or with No. 3 or No.4 reinforcing bars spaced at a maximum of 18 m.in each direction unless otherwise shown. Alternative styles of welded wire fabric that provide at least 0.058 sq.in.of steel per foot in both directions may be used if approved.A combination of welded wire fabric and reinforcing bars may be provided when both are permitted.Provide a minimum 6-in.lap at all splices.At the edge of the riprap, provide a minimum horizontal cover of 1 in.and a maximum cover of 3 in.Place the first parallel bar at most 6 in.from the edge of concrete.Use approved supports to hold the reinforcement approximately equidistant from the top and bottom surface of the slab.Adjust reinforcement during concrete placement to maintain correct position. As directed,sprinkle or sprinkle and consolidate the subgrade before the concrete is placed.All surfaces must be moist when concrete is placed. After placing the concrete,compact and shape it to conform to the dimensions shown on plans.After it has set sufficiently to avoid slumping,finish the surface with a wood float to secure a smooth surface or broom finish as approved. Immediately after the finishing operation,cure the riprap according to Item 420,"Concrete Structures." B. Stone Riprap.Provide the following types of stone nprap when shown on the plans. • Dry Riprap.Dry riprap is stone riprap with voids filled with only spalls or small stones. • Grouted Riprap.Grouted riprap is Type R,F,or Common stone riprap with voids grouted after all the stones are in place. • Mortared Riprap.Mortared riprap is Type F stone riprap laid and mortared as each stone is placed. Use spalls and small stones lighter than 25 lb.to fill open joints and voids in stone riprap, and place to a tight fit. Do not place mortar or grout when the air temperature is below 35°F Protect work from rapid drying for at least 3 days after placement. Unless otherwise approved,place filter fabric with the length running up and down the slope.Ensure fabric has a minimum overlap of 2 ft. Secure fabric with nails or pins.Use nails at least 2 in. long with washers or U-shaped pins with legs at least 9 in.long. Space nails or pins at a maximum of 10 ft.in each direction and 5 ft.along the seams.Alternative anchorage and spacing maybe used when approved. 1. Type R.Construct riprap as shown in Figure 1 and as shown on the plans.Place stones in a single layer with close joints so that most of their weight is carried by the earth and not by the adjacent stones.Place the upright axis of the stones at an angle of approximately 90°to the embankment slope.Place each course from the bottom of the embankment upward with the larger stones in the lower courses. Fill open joints between stones with spells.Place stones to create a uniform finished top surface. Do not exceed a 6-in.variation between the tops of adjacent stones.Replace,embed deeper,or chip away stones that project more than the allowable amount above the finished surface. When the plans require Type R stone riprap to be grouted,prevent earth,sand,or foreign material from filling the spaces between the stones.After the stones are in place,wet the stones thoroughly, fill the spaces between the stones with grout,and pack Sweep the surface of the riprap with a stiff broom after grouting. � O Wr Grout when specified gyp'` ic 9" min • Ten Sloe of St. embankment l� Ivo Upright axes of stone perpendicular to slope a 1'-6" min Figure 1 Type R stone riprap,dry or grouted. 2. Type F a. Dry Placement. Construct riprap as shown in Figure 2. Set the flat surface on a prepared horizontal earth bed,and overlap the underlying course to secure a lapped surface.Place the large stones first,roughly arranged in close contact.Fill the spaces between the large stones with suitably sized stones placed to leave the surface evenly stepped and conforming to the contour required.Place stone to drain water down the face of the slope. Mortar when specified �jdit 9" min `� y w'I Slope of embankment • c E 1'-6" min Figure 2 Type F stone riprap,dry or mortared. b. Grouting.Construct riprap as shown in Figure 3. Size,shape,and lay large fiat-surfaced stones to produce an even surface with minimal voids.Place stones with the flat surface facing upward parallel to the slope.Place the largest stones near the base of the slope.Fill spaces between the larger stones with stones of suitable size,leaving the surface smooth, tight,and conforming to the contour required.Place the stones to create a plane surface with a maximum variation of 6 in.in 10 ft.from true plane.Provide the same degree of accuracy for warped and curved surfaces.Prevent earth,sand or foreign material from filling the spaces between the stones.After the stones are in place,wet them thoroughly,fill the spaces between them with grout, and pack. Sweep the surface with a stiff broom after grouting. Algol Grout when specified .1\ Flat side up 9" minVt Slope of embankment c I'E 1'-6" min Figure 3 Type F stone riprap,grouted. c. Mortaring.Construct riprap as shown in Figure 2.Lap courses as described for dry placement.Before placing mortar,wet the stones thoroughly As the larger stones are placed, bed them in fresh mortar and shove adjacent stones into contact with one another.After completing the work,spread all excess mortar forced out during placement of the stones uniformly over them to fill all voids completely Point up all joints roughly either with flush joints or with shallow,smooth-raked joints as directed. 3. Common.Construct riprap as shown in Figure 4 Place stones on a bed excavated for the base course.Bed the base course of stone well into the ground with the edges in contact.Bed and place each succeeding course in even contact with the preceding course.Use spalls and small stones to fill any open joints and voids in the riprap.Ensure the finished surface presents an even,tight surface,true to the line and grades of the typical sections. When the plans require grouting common stone riprap,prevent earth,sand,or foreign material from filling the spaces between the stones.After the stones are in place,wet them thoroughly,fill the spaces between them with grout,and pack.Sweep the surface with a stiff broom after grouting. - ;,2s.Jcs)ety\ -)L7--.),-( noi '13c, R4 I le jp r s( :)c Grout when specified Multiple layers (more than one �► rock depth) ?; 9" min D ��� Slope of embankment � E 1'-6" min Figure 4 Common stone riprap,dry or grouted. 4. Protection.Construct riprap as shown in Figure 5 Place riprap stone on the slopes within the limits shown on the plans.Place stone for nprap on the bedding material to produce a reasonably well-graded mass of riprap with the minimum practicable percentage of voids. Construct the riprap to the lines and grades shown on the plans or staked in the field.A tolerance of+6 in.and-0 in. from the slope line and grades shown on the plans is allowed in the fmished surface of the riprap. Place riprap to its full thickness in a single operation.Avoid displacing the bedding material. Ensure that the entire mass of stones in their final position is free from objectionable pockets of small stones and clusters of larger stones.Do not place riprap in layers,and do not place it by dumping it into chutes,dumping it from the top of the slope,pushing it from the top of the slope, or any method likely to cause segregation of the various sizes.Obtain the desired distribution of the various sizes of stones throughout the mass by selective loading of material at the quarry or other source or by other methods of placement that will produce the specified results.Rearrange individual stones by mechanical equipment or by hand if necessary to obtain a reasonably well- graded distribution of stone sizes. (; 11. rryJ �'�,5 iI, „ 1��fil;r,i��` Slope of �-� klr �I embankment tn E in 1I � 'I *� Filter fabric mpiriaidirati 2 times thickness min Figure 5 Protection stone riprap. C. Pneumatically Placed Concrete Riprap, Class II.Meet Item 431,"Pneumatically Placed Concrete." Provide reinforcement following the details on the plans and Item 440,"Reinforcing Steel."Support reinforcement with approved supports throughout placement of concrete. Give the surface a wood-float finish or a gun fmish as directed.Immediately after the finishing operation, cure the riprap with membrane-curing compound in accordance with Item 420,"Concrete Structures." D. Cement-Stabilized Riprap.Follow the requirements of the plans and the provisions for concrete riprap except when reinforcement is not required.The Engineer will approve the design and mixing of the cement-stabilized riprap. E. Special Riprap.Construct special riprap according to the plans. 432.4.Measurement.This Item will be measured by the cubic yard of material complete in place. Volume will be computed on the basis of the measured area in place and the thickness and toe wall width shown on the plans. For stone riprap for protection,the quantity of the bedding material to be paid for will be measured by the cubic yard as computed from the measured area in place and the bedding thickness shown on the plans. 432.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Riprap"of the type,thickness, and void-filling technique(Dry,Grout,Mortar)specified,as applicable.This price is full compensation for furnishing,hauling,and placing riprap and for filter fabric,expansion joint material,concrete and reinforcing steel,grout and mortar,scales,test weights,equipment,labor,tools,and incidentals. Payment for excavation of toe wall trenches,for all necessary excavation below natural ground or bottom of excavated channel,and for shaping of slopes for riprap will be included in the unit price bid per cubic yard of riprap. When bedding is required for protection stone nprap,payment will be made at the unit price for"Bedding Material"of the thickness specified.This price is full compensation for furnishing,hauling,placing,and maintaining the bedding material until placement of the riprap cover is completed and accepted;excavation required for placement of bedding material, and equipment,scales,test weights,labor,tools,and incidentals.No payment will be made for excess thickness of bedding nor for material required to replace embankment material lost by rain wash,wind erosion,or otherwise. ITEM 440 REINFORCING STEEL 440.1.Description.Furnish and place reinforcing steel of the sizes and details shown on the plans. 440.2.Materials. A. Approved Mills.Before furnishing steel,producing mills of reinforcing steel for the Department must be pre- approved in accordance with DMS-7320,"Qualification Procedure for Reinforcing Steel Mills,"by the Construction Division,which maintains a list of approved producing mills.Reinforcing steel obtained from unapproved sources will not be accepted. B. Deformed Bar and Wire Reinforcement.Unless otherwise shown on the plans,reinforcing steel must be Grade 60,and bar reinforcement must be deformed.Reinforcing steel must conform to one of the following: • ASTM A 615,Grades 40 or 60; • ASTM A 996,Type A,Grades 40 or 60; • ASTM A 996,Type R,Grade 60,permitted in concrete pavement only(Furnish ASTM A 996,Type R bars as straight bars only and do not bend them.Bend tests are not required.);or • ASTM A 706. The provisions of this Item take precedence over ASTM provisions. The nominal size, area,and weight of reinforcing steel bars covered by this Item are shown in Table 1 Designate smooth bars up to No.4 by size number and above No.4 by diameter in inches. Table 1 Size,Area,and Weight of Reinforcing Steel Bars Bar Size Bar Size Diameter Area(Sq. Weight per Number Number (in.) (mm) Om) in.) Ft. 3 10 0.375 011 0.376 4 13 , 0.500 0.20 0.668 5 16 0.625 0.31 1 043 6 19 0 750 0 44 1.502 7 22 0.875 0.60 2.044 8 25 1.000 0 79 2.670 9 29 1 128 1 00 3 400 10 32 1.270 1.27 4.303 11 36 1 410 1.56 5.313 14 43 1.693 2.25 7.650 18 57 2.257 4 00 13.60 Note:Bar size numbers(in.)are based on the number of eighths of an inch included in the nominal diameter of the bar.Bar size numbers(mm)approximate the number of millimeters included in the nominal diameter of the bar. C. Smooth Bar and Spiral Reinforcement. Smooth bars and dowels for concrete pavement must have a minimum yield strength of 60 ksi and meet ASTM A 615 For smooth bars that are larger than No.3,provide steel conforming to ASTM A 615 or meet the physical requirements of ASTM A 36. Spiral reinforcement may be smooth or deformed bars or wire of the minimum size or gauge shown on the plans.Bars for spiral reinforcement must comply with ASTM A 615,Grade 40;ASTM A 996,Type A, Grade 40;or ASTM A 675,Grade 80,meeting dimensional requirements of ASTM A 615 Smooth wire must comply with ASTM A 82,and deformed wire must comply with ASTM A 496 D Weldable Reinforcing Steel.Reinforcing steel to be welded must comply with ASTM A 706 or have a carbon equivalent(C.E.)of at most 0.55%.A report of chemical analysis showing the percentages of elements necessary to establish C.E.is required for reinforcing steel that does not meet ASTM A 706 to be structurally welded.These requirements do not pertain to miscellaneous welds on reinforcing steel as defined in Section 448.4.B 1.a,"Miscellaneous Welding Applications." Calculate C.E.using the following formula. %Mn %Cu %Ni %Cr %Mo %V C.E _%C+ + + + — -- 6 40 20 10 , 50 10 E. Welded Wire Fabric.For fabric reinforcement,use wire that conforms to ASTM A 82 or A 496.Use wire fabric that conforms to ASTM A 185 or A 497 Observe the relations shown in Table 2 among size number, diameter in inches,and area when ordering wire by size numbers,unless otherwise specified.Precede the size number for deformed wire with"D"and for smooth wire with"W" Designate welded wire fabric as shown in the following example:6 x 12—W16 x W8(indicating 6-in. longitudinal wire spacing and 12-in.transverse wire spacing with smooth No. 16 wire longitudinally and smooth No. 8 wire transversely). Table 2 Wire Size Number,Diameter,and Area Size Number Size Number Diameter(in.) Area(sq.in.) (in.) (mm) 31 200 0 628 0.310 30 194 0 618 0.300 28 181 0.597 0.280 26 168 0.575 0.260 24 155 0.553 0.240 22 142 0.529 0.220 20 129 0.505 0.200 18 116 0 479 0 180 16 103 0 451 0 160 14 90 0 422 0 140 12 77 0.391 0 120 10 65 0.357 0 100 8 52 0.319 0.080 7 45 0.299 0 070 6 39 0.276 0 060 5.5 35 0.265 0 055 5 32 0.252 0 050 4.5 29 0.239 0 045 4 26 0.226 0 040 3.5 23 0.211 0.035 2.9 19 0 192 0.035 2.5 16 0 178 0.025 2 13 0 160 0 020 1 4 9 0 134 0.014 1.2 8 0 124 0 012 0.5 3 0 080 0.005 Note:Size numbers(in.)are the nominal cross-sectional area of the wire in hundredths of a square inch.Size numbers(min)are the nominal cross-sectional area of the wire in square millimeters.Fractional sizes between the sizes listed above are also available and acceptable for use. F. Epoxy Coating.Epoxy coating will be required as shown on the plans.Before furnishing epoxy-coated reinforcing steel,an epoxy applicator must be pre-approved in accordance with DMS-7330,"Qualification Procedure for Reinforcing Steel Epoxy Coating Applicators."The Construction Division maintains a list of approved applicators. Coat reinforcing steel in accordance with Table 3 Table 3 Epoxy Coating Requirements for Reinforcing Steel Material Specification Bar ASTM A775 orA934 Wire or fabric ASTM A 884 Class A or B Mechanical couplers As shown on the plans Hardware As shown on the plans Use epoxy coating material and coating repair material that complies with DMS-8130,"Epoxy Powder Coating for Reinforcing Steel."Do not patch more than 1/4 in.total length in any foot at the applicator's plant. Epoxy-coated reinforcement will be sampled and tested in accordance with Tex-739-I. Maintain identification of all reinforcing throughout the coating and fabrication and until delivery to the project site. Furnish 1 copy of a written certification that the coated reinforcing steel meets the requirements of this Item and 1 copy of the manufacturer's control tests. G. Mechanical Couplers.When mechanical splices in reinforcing steel bars are shown on the plans,use the following types of coupler • sleeve-filler, • sleeve-threaded, • sleeve-swaged,or • sleeve-wedge. Furnish only couplers that have been produced by a manufacturer that has been prequalified in accordance with DMS-4510,"Mechanical Couplers."Sleeve-wedge type couplers will not be permitted on coated reinforcing. Couplers for use on individual projects must be sampled and tested in accordance with DMS-4510 Furnish couplers only at locations shown on the plans. 440.3.Construction. A. Bending.Cold-bend the reinforcement accurately to the shapes and dimensions shown on the plans.Fabricate in the shop if possible.Field-fabricate,if permitted,using a method approved by the Engineer.Replace improperly fabricated,damaged,or broken bars at no additional expense to the Department.Repair damaged or broken bars embedded in a previous concrete placement using a method approved by the Engineer. Unless otherwise shown on the plans,the inside diameter of bar bends,in terms of the nominal bar diameter(d), must be as shown in Table 4 Table 4 Minimum Inside Diameter of Bar Bends Bar Size Bar Size Bend Number Number Diameter (in.) (mm) Bends of 90° and greater in 3,4,5 10, 13, 16 4d stirrups,ties,and other secondary bars that enclose another bar in the bend 6,7,8 19,22,25 6d Bends in main bars and in 3 through 8 10 through 25 6d secondary bars not covered 9, 10, 11 29,32,36 8d above 14, 18 43,57 10d Note:Bar size numbers(in.)are based on the number of eighths of an inch included in the nominal diameter of the bar.Bar size numbers(mm)approximate the number of millimeters included in the nominal diameter of the bar. Where bending No. 14 or No. 18 Grade 60 bars is required,bend-test representative specimens as described for smaller bars in the applicable ASTM specification.Make the required 90°bend around a pin with a diameter of 10 times the nominal diameter of the bar. B. Tolerances.Fabrication tolerances for bars are shown in Figure 1 f ±1" 1 ±2" From end of bar to any bend ±1/2" +0, -1/4" if 6" or less +0, -1/2" if over 6" ±1/2" ±1/2" N +1 Spiral or Stirrup or Tie Circular Tie p Figure 1 Fabrication tolerances for bars. C. Storage.Store steel reinforcement above the ground on platforms,skids,or other supports,and protect it from damage and deterioration.Ensure that reinforcement is free from dirt,paint,grease,oil,and other foreign materials when it is placed in the work.Use reinforcement free from defects such as cracks and delaminations. Rust,surface seams,surface irregularities,or mill scale will not be cause for rejection if the minimum cross- sectional area of a hand wire-brushed specimen meets the requirements for the size of steel specified. D. Splices.Lap-splice,weld-splice,or mechanically splice bars as shown on the plans.Additional splices not shown on the plans will require approval. Splices not shown on the plans will be permitted in slabs 15 in.or less in thickness,columns,walls,and parapets. • Unless otherwise approved,splices will not be permitted in bars 30 ft.or less in plan length.For bars exceeding 30 ft.in plan length,the distance center-to-center of splices must be at least 30 ft.minus 1 splice length,with no more than 1 individual bar length less than 10 ft.Make lap splices not shown on the plans, but otherwise permitted,in accordance with Table 5 Maintain the specified concrete cover and spacing at splices,and place the lap-spliced bars m contact,securely tied together Table 5 Minimum Lap Requirements for Bar Sizes through No.11 Bar Size Bar Size Uncoated Lap Coated Lap Number(in.) Number(mm) Length Length 3 10 l ft.4 in. 2 ft.0 m. 4 13 1 ft.9 in. 2 ft. 8 in. 5 16 2 ft.2 in. 3 ft.3 in. 6 19 2 ft.7 in. 3 ft. 11 in. 7 22 3 ft.5 in. 5 ft.2 in. 8 25 4 ft.6 in. 6 ft.9 in. 9 29 5 ft. 8 in. 8 ft. 6 in. 10 32 7 ft.3 in. 10 ft. 11 in. 11 36 8 ft. 11in. 13ft. 5in. Note:Bar size numbers(in.)are based on the number of eighths of an inch included in the nominal diameter of the bar.Bar size numbers(mm)approximate the number of millimeters included in the nominal diameter of the bar. • Do not lap No. 14 or No. 18 bars. • Lap spiral steel at least 1 turn. • Splice welded wire fabric using a lap length that includes the overlap of at least 2 cross wires plus 2 in.on each sheet or roll. Splices using bars that develop equivalent strength and are lapped in accordance with Table 5 are permitted. • For box culvert extensions with less than 1 ft.of fill,lap the existing longitudinal bars with the new bars as shown in Table 3 For extensions with more than 1 ft.of fill,lap at least 1 ft.0 in. • Ensure that welded splices conform to the requirements of the plans and of Item 448,"Structural Field Welding."Field-prepare ends of reinforcing bars if they will be butt-welded.Delivered bars must be long enough to permit weld preparation. • Install mechanical coupling devices in accordance with the manufacturer's recommendations at locations shown on the plans.Protect threaded male or female connections,and make sure the threaded connections are clean when making the connection.Do not repair damaged threads. • Mechanical coupler alternate equivalent strength arrangements,to be accomplished by substituting larger bar sizes or more bars,will be considered if approved in writing before fabrication of the systems. E. Placing.Unless otherwise shown on the plans,dimensions shown for reinforcement are to the centers of the bars.Place reinforcement as near as possible to the position shown on the plans.In the plane of the steel parallel to the nearest surface of concrete,bars must not vary from plan placement by more than 1/12 of the spacing between bars.In the plane of the steel perpendicular to the nearest surface of concrete,bars must not vary from plan placement by more than 1/4 in.Cover of concrete to the nearest surface of steel must be at least 1 in.unless otherwise shown on the plans. For bridge slabs,the clear cover tolerance for the top mat of reinforcement is—0,+1/2 in. Locate the reinforcement accurately in the forms,and hold it firmly in place before and during concrete placement by means of bar supports that are adequate in strength and number to prevent displacement and to keep the steel at the proper distance from the forms. Support bars by standard bar supports with plastic tips, approved plastic bar supports,or precast mortar or concrete blocks when supports are in contact with removable or stay-in-place forms.Use bright basic bar supports to support reinforcing steel placed in slab overlays on concrete panels or on existing concrete slabs.Bar supports in contact with soil or subgrade must be approved. For bar supports with plastic tips,the plastic protection must be at least 3/32 in.thick and extend upward on the wire to a point at least 1/2 in. above the formwork. All accessories such as tie wires,bar chairs,supports,or clips used with epoxy-coated reinforcement must be of steel,fully coated with epoxy or plastic.Plastic supports approved by the Engineer may also be used with epoxy-coated reinforcement. Cast mortar or concrete blocks to uniform dimensions with adequate bearing area.Provide a suitable tie wire in each block for anchoring to the steel. Cast the blocks to the thickness required in approved molds.The surface placed adjacent to the form must be a true plane,free of surface imperfections. Cure the blocks by covering them with wet burlap or mats for a period of 72 hr Mortar for blocks should contain approximately 1 part hydraulic cement to 3 parts sand.Concrete for blocks should contain 850 lb.of hydraulic cement per cubic yard of concrete. Place individual bar supports in rows at 4-ft.maximum spacing in each direction.Place continuous type bar supports at 4-ft. maximum spacing.Use continuous bar supports with permanent metal deck forms. The exposure of the ends of longitudinals,stirrups,and spacers used to position the reinforcement in concrete pipe and in precast box culverts or storm drains is not cause for rejection. Tie reinforcing steel for bridge slabs,top slabs of direct traffic culverts,and top slabs of prestressed box beams at all intersections,except tie only alternate intersections where spacing is less than 1 ft.in each direction.For reinforcing steel cages for other structural members,tie the steel at enough intersections to provide a rigid cage of steel.Fasten mats of wire fabric securely at the ends and edges. Before concrete placement,clean mortar,mud,dirt,debris,oil,and other foreign material from the reinforcement.Do not place concrete until authorized. If reinforcement is not adequately supported or tied to resist settlement,reinforcement is floating upward,truss bars are overturning,or movement is detected in any direction during concrete placement, stop placement until corrective measures are taken. F Handling,Placement,and Repair of Epoxy-Coated Reinforcing Steel. 1. Handling.Provide systems for handling coated reinforcement with padded contact areas.Pad bundling bands or use suitable banding to prevent damage to the coating.Lift bundles of coated reinforcement with a strongback,spreader bar,multiple supports,or a platform bridge.Transport the bundled reinforcement carefully,and store it on protective cribbing.Do not drop or drag the coated reinforcement. 2. Construction Methods.Do not flame-cut coated reinforcement. Saw or shear-cut only when approved. Coat cut ends as specified in Section 440.3.F.3,"Repair of Coating." Do not weld or mechanically couple coated reinforcing steel except where specifically shown on the plans. Remove the epoxy coating at least 6 in.beyond the weld limits before welding and 2 in.beyond the limits of the coupler before assembly After welding or coupling,clean the steel of oil,grease,moisture,dirt, welding contamination(slag or acid residue),and rust to a near-white finish.Check the existing epoxy for damage.Remove any damaged or loose epoxy back to sound epoxy coating. After cleaning,coat the splice area with epoxy repair material to a thickness of 7 to 17 mils after curing. Apply a second application of repair material to the bar and coupler interface to ensure complete sealing of the joint. 3. Repair of Coating.For repair of the coating,use material that complies with the requirements of this Item and ASTM D 3963 Make repairs in accordance with procedures recommended by the manufacturer of the epoxy coating powder For areas to be patched,apply at least the same coating thickness as required for the original coating.Repair all visible damage to the coating. Repair sawed and sheared ends,cuts,breaks,and other damage promptly before additional oxidation occurs.Clean areas to be repaired to ensure that they are free from surface contaminants.Make repairs in the shop or in the field as required. 440.4.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be considered subsidiary to pertinent Items. ITEM 441 STEEL STRUCTURES 441.1.Description.Fabricate and erect structural steel and other metals used for steel structures or for steel portions of structures. 441.2.Materials. A. Base Metal.Use metal that meets Item 442,"Metal for Structures." B. Approved Electrodes and Flux-Electrode Combinations.Use only electrodes and flux—electrode combinations found on the list of approved electrodes and flux—electrode combinations maintained by the Construction Division.To request that a product be added to this list or to renew an expired approval,submit certified reports of all tests required by the applicable AWS A5 specification according to the applicable welding code(for most construction,AASHTO/AWS D1.5,Bridge Welding Code,or AWS D1 1,Structural Welding Code—Steel)to the Construction Division,Materials and Pavements Section. C. High-Strength Bolts.Use fasteners that meet Item 447,"Structural Bolting." D. Coatings.Provide coating materials,as required,in accordance with Item 445,"Galvanising,"and Item 446, "Cleaning and Painting Steel." 441.3.Construction. A. General Requirements. 1. Applicable Codes.Perform all fabrication in accordance with AASHTO/NSBA Steel Bridge Collaboration S2.1,including fabrication of non-bridge members.Follow all applicable provisions of the appropriate AWS code(D1.5 or D1 1)except as otherwise noted in the plans or in this Item.Weld sheet steel(thinner than 1/8 in.)in accordance with ANSI/AWS D1.3,Structural Welding Code—Sheet Steel. Unless otherwise stated,requirements of this Item are in addition to the requirements of S2.1 Perform all bolting in accordance with Item 447,"Structural Bolting." 2. Primary Members.Primary members include: • webs and flanges of plate,tub,and box girders; • rolled beams and cover plates; • floor beam webs and flanges; • arch ribs and arch tie beams or girders; • truss members, • diaphragm members for curved plate girders or beams; • pier diaphragm members for tub girders; • splice plates for primary members; and • any other member designated as"primary"or"main"on the plans. 3. Responsibility The Contractor is responsible for the correctness and completeness of shop drawings and for the fit of shop and field connections. 4. Railroad Structures.Fabricate railroad underpass structures in accordance with the latest AREMA Manual for Railway Engineering and this Item.In the case of a conflict between this Item and the AREMA manual,the more stringent requirements apply 5. Qualification of Plant,Laboratories,and Personnel. a. Fabrication.The Department will evaluate fabrication plants for competence of the plant,equipment, organisation, experience,knowledge,and personnel to produce acceptable work.Plants must be qualified in accordance with S2.1 (or equal acceptable qualification).When AISC certification is required,provide a copy of the certificate and a copy of the complete audit report,including the exit meeting report. b. Nondestructive Examination(NDE).Personnel performing NDE must be qualified in accordance with the applicable AWS code.Testing agencies and individual third-party contractors must also successfully complete periodic audits for compliance,performed by the Department.In addition, ultrasound technicians must pass a hands-on test administered by the Construction Division.A technician who fails the hands-on test must wait 6 months before taking the test again.Qualification to,,,, perform ultrasonic testing for the Department will be revoked when the technician's employment is terminated,and recertification based on a new hands-on test will be required. c. Welding Procedure Qualification.Laboratories performing testing for welding procedure qualification must successfully complete periodic audits in accordance with DMS-7360, "Qualification Procedure for Laboratories Performing Welding Procedure Qualification Testing." 6. Drawings. a. Erection Drawings.Submit 2 copies of erection drawings in accordance with Item 5,"Control of the Work,"before erection of railroad underpasses,trusses,field-spliced(welded or bolted)girders, arches,or other members for which erection drawings are required on the plans. Submit an additional copy of the drawings for railroad underpasses.Erection drawings are not required for rolled I-beam units unless otherwise noted on the plans. Clearly indicate at least: • procedures; • sequence of work; • equipment to be used, • location of falsework,erection cranes,and holding cranes; • falsework design details; • girder lifting points; • adjacent structures loaded;and • requirements for releasing cranes during erection that differ from the requirements of this Item or those shown on the plans. If site conditions differ from those assumed for these drawings,revise the drawings to reflect the actual conditions before continuing the erection work. b. Shop Drawings.Before fabrication,prepare and submit shop drawings for each detail of the general plans requiring the use of structural steel,forgings,wrought•iron,or castings. (1) Bridge Structures.Unless otherwise approved,prepare drawings in accordance with AASHTO/NSBA Steel Bridge Collaboration G1.3,"Shop Detail Drawing Presentation."Print a bill of material on each sheet, including the Charpy V-Notch(CVN)and fracture-critical requirements,if any,for each piece.Indicate joint details on shop drawings for all welds.Indicate fracture-critical areas of members. Show a title block in the lower right comer including: • project identification data including federal and state project numbers, • sheet numbering for the shop drawings, • name of the structure or stream, • name of the fabricator or supplier,and • name of the Contractor. Submit 7 copies of shop drawings to the Engineer Submit an additional copy if the owner is a non-Department entity such as a railroad or a municipal or turnpike authority,and another copy if the designer is a private consultant.The Engineer may require additional sets. (2) Non-Bridge Structures.Prepare clear and legible shop drawings for the complete assembly on sheets 11 x 17 in.Full-size drawings may be reduced to half-scale size if they are clear and legible.At the left end,provide a 1-1/2-in.margin,with the other margins 1/2 in.wide.Indicate joint details on shop drawings for all welds.Provide a title block on each sheet in the lower right corner with the following information. • sheet index data shown on the lower right corner of the project plans, • sheet numbering for the shop drawings, • name of the fabricator,and • name of the Contractor Furnish 7 copies of completed shop drawings to the Engineer 7 Welding and Fabrication Procedures. a. Welding Procedures.Before fabrication begins,submit welding procedures in accordance with the applicable AWS code to the Construction Division,Materials and Pavements Section,and notify the Engineer which procedures will be used for each joint or joint type. Post the approved welding procedure specification for the welding being performed on each welding machine,or use another approved method of ensuring that the welder has access to the procedure information at all times. b. Fabrication Procedures.When primary bridge members are fabricated by welding or bolting,submit a fabrication procedure before fabrication begins.The fabrication procedure must include details required by S2.1 as well as: • special processes such as planing or facing, • details of heat treating and heat straightening,procedures,and • any other information required by the Engineer Have a fabrication procedure approved for each type of structure(rolled beams with welded or bolted splices,plate girders with welded or bolted splices,tub girders with welded or bolted splices,box girders,plate girder bents,railroad thru-girders and plate girders,truss bridges,orthotropic deck segments,or other major bridge structure types)before starting fabrication. 8. Submerged-Arc Welding(SAW).Provide equipment with automatic guidance capable of maintaining the position of the arc and controlling the speed of travel so that,when once set by the operator,little manipulation is needed. Small adjustments to compensate for acceptable plate waviness,acceptable tilt of flange,etc.will be permitted.Do not use hand-held semiautomatic SAW for welding bridge members unless altered to provide automatic guidance or otherwise approved. 9 Inspection.Provide approved facilities,materials,and equipment required for inspection in accordance with Article 6.5,"Plant Inspection and Testing,"and Item 504,"Field Office and Laboratory"Unless otherwise approved,provide an office meeting the requirements of Section 504.2.B.3,"Type C Structure (Field Office),"except that only 200 sq.ft. are required if fewer than 3 inspectors will be assigned to the facility Provide desks,a layout table,a plan rack,and Internet service in accordance with DMS-10101, "Computer Equipment."Maintain the office and equipment so that it will continue to function properly for the intended use. Provide the Inspector with the helpers and equipment needed to move material to allow inspection.QC is solely the responsibility of the Contractor The Contractor must have a QC staff qualified in accordance with the applicable AWS code.The QC staff must provide inspection of all materials and workmanship prior to inspection by the Department. When structural steel is fabricated outside of the contiguous 48 states,the additional cost of inspection will be in accordance with Article 6 4,"Sampling,Testing,and Inspection." 10. Documentation.Before beginning fabrication,provide a completed Material Statement(Form D-9-USA-1)with supporting documentation(such as mill test reports),issued by the producing mill and verified by qualified personnel.The Department will supply blank forms without charge.Ensure that the documentation legibly reflects all information required by the applicable ASTM specifications. As material is shipped or placed in approved storage,provide a copy of the shipping or storage invoice that reflects: • member piece mark identification and calculated weight per piece from the contract drawings, • number of pieces shipped or in storage, • total calculated weight for each invoice per bid item,and • the unique identification number of the shipping or storage invoice. The acceptance of material or finished members by the Inspector will not prohibit subsequent rejection if the material or members are found to be damaged or defective.Replace rejected material promptly 11. Material Identification.Assembly-mark individual pieces and issue cutting instructions to the shop using a system that will maintain identity of the original piece. Identify structural steel by standard and grade of steel.Also differentiate between material toughness requirements(CVN,fracture-critical)as well as any other special physical requirements.In addition, identify structural steel for primary members by mill identification numbers(heat numbers).Use an approved identification system.Use either paint or low-stress stencils to make identification markings on the metal.Mark the material as soon as it enters the shop and carry the markings on all pieces through final fabrication.Transfer the markings before cutting steel for primary members of bridge structures into smaller pieces.Loss of identification marking on any piece,with no other positive identification,or loss of heat number identification on any primary member piece will render the piece unacceptable for use. Unidentifiable material may be approved for use after testing to establish acceptability to the satisfaction of the Engineer.Have testing performed by an approved testing facility,and have results signed and sealed by a licensed professional engineer B. Welding. 1. Details. a. Rolled Edges.Trim plates with rolled edges used for webs by thermal cutting. b. Weld Tabs.Use weld tabs at least 2 in.long for manual and semi-automatic processes and at least 3 in.long for automatic processes,and in all cases at least as long as the thickness of the material being welded.Use longer weld tabs as required for satisfactory work. c. Weld Termination.Terminate fillet welds approximately 1/4 in.from the end of the attachment except for galvanized structures and flange-to-web welds,for which the fillet weld must run the full length of the attachment unless otherwise noted on the plans. d. No-Paint Areas at Field-Welded Connections.Keep surfaces within 4 in.of groove welds or within 2 in. of fillet welds free from shop paint. e. Galvanized Assemblies.Completely seal all edges of tightly contacting surfaces by welding before galvanising. 2. Shop Splices. a. Shop Splice Locations.Keep at least 6 in.between shop splices and stiffeners or crossframes and at least 6 in.between web and flange shop splices.Do not add optional splices to plates shown on the plans as 40 ft.long or shorter unless necessary to obtain the required geometry or otherwise approved. Obtain approval for shop splices added after shop drawings are approved. (1) Continuous Multiple-Span Structures.Unless otherwise shown on the plans or approved,do not locate tension flange splices within 0.05S of an interior bearing,within 0 10S of the centerline of an interior span,or between 0.30S and 0.50S from an end bearing,where S is the span length between centers of bearings. (2) Single-Span Structures.Unless otherwise shown on the plans or approved,do not locate tension flange splices within 0 10S of the centerline of the span. b. Grinding Splice Welds.Grind shop groove welds in flange plates smooth and flush with the base metal on all surfaces whether the joined parts are of equal thickness or of unequal thickness.Grind so that the finished grinding marks run in the direction of stress,and keep the metal below the blue brittle range(below 350°F). Groove welds in web plates,except at locations of intersecting welds,need not be ground unless shown on the plans except as required to meet AWS welding code requirements. 3. Joint Restraint.Never restrain a joint on both sides when welding. 4. Stiffener Installation. a. Flange Tilt.Members must meet combined tilt and warpage tolerances before the installation of stiffeners.Cut stiffeners to fit acceptable flange tilt and cupping.Minor jacking or hammering that does not permanently deform the material will be permitted. b. Stiffeners Near Field Splices.Tack-weld intermediate stiffeners within 12 in.of a welded field splice point in the shop.Weld the stiffeners in the field in accordance with Item 448,"Structural Field Welding,"after the splice is made. 5. Nondestructive Examination(NDE).Perform magnetic particle testing(MT),radiographic testing(RT), and ultrasonic testing(UT)at the Contractor's expense as specified in D1.5 for bridge structures and D1 1 for all other welding.The Engineer will periodically witness,examine,verify,and interpret NDE. Additional welds may be designated for NDE on the plans.Retest repaired groove welds per the applicable AWS code after repairs are made and have cooled to ambient temperature.Complete NDE and repairs before assembly of parts into a member but after any heat-correction of weld distortion. a. Radiographic Testing.Radiographs must have a density of at least 2.5 and at most 3.5,as confirmed by a radiographer.The density in any single radiograph showing a continuous area of constant thickness must not vary in this area by more than 0.5 Use only ASTM System Class I radiographic film as described in ASTM E 1815 Use low-stress stencils or other acceptable means to make radiograph and location identification marks on the steel.The Engineer will examine and interpret all results of RT b. Ultrasonic Testing.Have UT equipment calibrated yearly by an authorized representative of the equipment manufacturer or by an approved testing laboratory c. Magnetic Particle Testing.Orient the prod or pole position normal or parallel to the weld unless otherwise approved.When using the yoke method,use half-wave rectified DC unless otherwise approved. d. Extra-high Strength Steel.For shop welds on steel that has a nominal yield strength over 70,000 psi, perform RT on all flange and web splices in addition to any requirements of the applicable AWS code. Wait at least 48 hours after completing these welds before inspecting them. 6. Testing of Galvanized Weldments.If problems develop during galvanizing of welded material,the Engineer may require a test of the compatibility of the combined galvanizing and welding procedures in accordance with this Section and may require modification of one or both of the galvanizing and welding procedures. If testing is required,prepare a test specimen with a minimum length of 12 in.using the same base material, having the same joint configuration,and using the welding procedure proposed for production work.Clean and galvanize this test specimen using the same conditions and procedure that will be applied to the production galvanizing. After galvanizing,examine the test specimen.There must be no evidence of excessive buildup of zinc coating over the weld area.Excessive zinc coating buildup will require modification of the galvanizing procedure. Remove the zinc from the weld area of the test specimen in accordance with ASTM A 90,and visually examine the weld area.There must be no evidence of loss of weld metal or any deterioration of the base metal due to the galvanising or welding procedure.If there is evidence of deterioration or loss of weld metal,modify the galvanizing or welding procedure as required and run a satisfactory retest on the modified procedures before production work.Report procedures and results on the galvanized weldment worksheet provided by the Department. C. Bolt Holes.Detail holes on shop drawings 1/16 in.larger in diameter than the nominal bolt size shown on the plans unless another hole size is shown on the plans. Thoroughly clean the contact surfaces of connection parts in accordance with Section 447 4.B,"General," before assembling them for hole fabrication.Make holes in primary members full-size(by reaming from a subsize hole,drilling full-size,or punching full-size where permissible)only in assembly unless otherwise approved. Ream and drill with twist drills guided by mechanical means unless otherwise approved.If subpunching holes, punch them at least 3/16 in. smaller than the nominal bolt,size.When numerically controlled(N/C)equipment is used,submit for approval the proposed procedures to accomplish the work from initial drilling or punching through check assembly Use thermal cutting for holes only with permission of the Engineer Permission for thermal cutting is not required for making slotted holes,when slotted holes are shown on the plans,by drilling or punching two holes and then thermally cutting the straight portion between them.Perform all thermal cutting in accordance with Section 441.3.E.1,"Thermal Cutting." Slightly conical holes that naturally result from punching operations are acceptable provided they do not exceed the tolerances of S2.1 The tolerance for anchor bolt hole diameter for bridge bearing assemblies is+1/8 m.,—0 D. Dimensional Tolerances.Meet tolerances of the applicable AWS specifications and S2.1 except as modified in this Section. 1. Rolled Sections.Use ASTM A 6 mill tolerances for rolled sections,except that D1.5 camber tolerances apply to rolled sections with a specified camber 2. Flange Straightness.Ensure that flanges of completed girders are free of kinks,short bends,and waviness that depart from straightness or the specified camber by more than 1/8 in.in any 10 ft. along the flange. Rolled material must meet this straightness requirement before being laid off or worked.Plates must meet this requirement before assembly into a member After straightening a bend or buckle,inspect the surface of the metal for evidence of fracture.The Engineer may require nondestructive testing. 3. Alignment of Deep Webs in Welded Field Connections.For girders 48 in.deep or deeper,the webs may be slightly restrained while checking compliance with tolerances of S2.1 In the unrestrained condition, webs 48 in.deep or deeper must meet the tolerances of Table 1 Girders under 48 in.deep must meet the alignment tolerances of S2.1 Table 1 Web Alignment Tolerances for Deep Girders Web Depth(in.) Maximum Web Misalignment(in.) 48 1/16 60 1/8 72 1/4 84 5/16 96 5/16 108 3/8 120 7/16 132 7/16 144 1/2 4. Bearings.Correct bearing areas of shoes,beams,and girders using heat,external pressure,or both.Grind or mill only if the actual thickness of the member is not reduced by more than 1/16 in.below the required thickness. a. I-Beams,Plate Girders,and Tub Girders.The plane of the bearing area of beams and girders must be perpendicular to the vertical axis of the member within 1/16 in.in any 24 in. b. Closed Box Girders.Meet these tolerances: • The plane of the bearing areas of the box girder is perpendicular to the vertical axis of the girder within 1/16 in. across any horizontal dimension of the bearing. • The planes of the beam supports on the box girder are true to the vertical axis of the supported beams or girders to 1/16 in.in any 24 in. In the shop,verify the plane of all bearing areas with the box placed on its bearings to field grade, using an approved process for verification. c. Shoes.Meet these tolerances: • The top bolster has the center 75%of the long dimension(transverse to the girder)true to 1/32 in., with the remainder true to 1/16 in.,and is true to 1/32 in. across its entire width in the short dimension(longitudinal to the girder). • The bottom bolster is true to 1/16 in.across its diagonals. 5. End Connection Angles.For floor beams and girders with end connection angles,the tolerance for the length back to back of connection angles is t1/32 in.If end connections are faced,do not reduce the finished thickness of the angles below that shown on the shop drawings. E. Other Fabrication Processes. 1. Thermal Cutting.Use a mechanical guide to obtain a true profile.Hand-cut only where approved.Hand- cutting of radii for beam copes,weld access holes,and width transitions is permitted if acceptable profile and finish are produced by grinding.Provide a surface finish on thermal-cut surfaces,including holes,in accordance with D 1.5 requirements for base metal preparation. Obtam approval before using other cutting processes. 2. Oxygen-Gouging.Do not oxygen-gouge ASTM A 588 or A 709 Gr 50W steel or material with nominal yield strength over 70 ksi. 3. Annealing and Normalizing.Complete all annealing or normalizing(as defined in ASTM A 941)before finished machining,boring,and straightening.Maintain the temperature uniformly throughout the furnace during heating and cooling so that the range of temperatures at all points on the member is no greater than 100°F 4. Machining.Machine the surfaces of expansion bearings so that the travel direction of the tool is in the direction of expansion. 5. Camber Complete cambering in accordance with S2.1 before any heat-curving. 6. Heat Curving.Heat-curve in accordance with S2.1 The methods in the AASHTO bridge construction specifications are recommended.Attach cover plates to rolled beams before heat-curving only if the total thickness of one flange and cover plate is less than 2-1/2 in.and the radius of curvature is greater than 1,000 ft.For other rolled beams,attach cover plates only after heat-curving is completed.Locate and attach connection plates,diaphragm stiffeners,and bearing stiffeners after curving,unless girder shrinkage is accounted for 7 Bending of Quenched and Tempered Steels.The cold-bending radius limitations for HPS 70W in S2.1 apply to all quenched and tempered steels. F Nonconformance Reports(NCRs).When the requirements of this Item are not met,submit an NCR to the Engineer for approval.Include on the NCR. • date of submittal,nonconformance report number,and IFM number(when applicable); • project information(county;control,section,and job numbers;project number;shop order number; structure name,etc.); • member identification(member number,or piece or erection mark); • description of problem including references to sections of specifications not met; • explanation of why the problem occurred and plan for preventing future occurrences(if applicable); • detailed description(including drawings)of proposed solution including a repair proposal,and • diagrams detailing all pertinent dimensions and locations on relevant sections of shop drawings,including title blocks. Do not begin repairs before approval is received.Perform all repair work in strict compliance with the approved repair procedure. G. Shop Assembly 1. General Shop Assembly Shop-assemble field connections of primary members of trusses,arches, continuous beam spans,bents,towers(each face),plate girders,field connections of floor beams and stringers(including for railroad structures),field-bolted diaphragms for curved plate girders and railroad underpasses,and rigid frames.Complete fabrication,welding(except for shear studs),and field splice preparation before members are removed from shop assembly Obtain approval for any deviation from this procedure.The Contractor is responsible for accurate geometry Use a method and details of preassembly consistent with the erection procedure shown on the erection plans and camber diagrams.The sequence of assembly may start from any location in the structure and proceed in one or both directions.An approved method of sequential geometry control is required unless the full length of the structure is assembled. Verify by shop assembly the fit of all bolted and welded field connections between bent cap girders and plate girders or between plate girders and floor beams. Do not measure horizontal curvature and vertical camber for final acceptance until all welding and heating operations are completed and the steel has cooled to a uniform temperature.Check horizontal curvature and vertical camber in a no-load condition. 2. Bolted Field Connections.Each shop assembly,including camber,alignment,accuracy of holes,and fit of milled joints,must be approved before the assembly is dismantled. Assemble with milled ends of compression members in full bearing.Assemble non-bearing connections to the specified gap.Ream all subsize holes to the specified size while the connections are assembled,or drill full size while the connections are assembled.Notify the Engineer before shipping if fill plates or shims are added.Adding or increasing the thickness of shims or fill plates in bearing connections requires approval. Use drift pins and snug-tight bolts during the drilling process to ensure that all planes of the connection (webs and flanges) can be assembled simultaneously Do not use tack welds to secure plates while drilling. If parts are not completely bolted in the shop,secure them by temporary bolts to prevent damage in shipment and handling.Never use tack welds in place of temporary bolts. Match-mark connecting parts in field connections using low-stress stencils in accordance with the diagram in the erection drawings. 3. Welded Field Connections.Mill or grind bevels for groove welds.Do not cut into the web when cutting the flange bevel adjacent to the web.End preparation,backing,and tolerances for single-V groove welds for framing beams or girders must conform to the applicable AWS code unless otherwise shown on the plans. In the shop,prepare ends of beams or girders to be field-welded taking into account their relative positions in the finished structure due to grade,camber,and curvature.Completely shop-assemble and check each splice.While the splice is assembled,match-mark it with low-stress stencils in accordance with the diagram in the erection drawings. H. Finish and Painting. 1. Shop Painting.On new steel items to be painted(except for the coatings on box and tub girder interiors), grind corners that are sharp or that form essentially 90°angles to an approximately 1/16-in.flat surface before blast cleaning. (A corner is the intersection of two plane faces.)This requirement does not apply to punched or drilled holes.Apply shop paint in accordance with Item 446,"Cleaning and Painting Steel."Do not omit shop paint to preserve original markings. 2. Bearing and Faying Surfaces.Clean and prepare all bearing and faying surfaces of bolted connections, including those in railroad structures,in accordance with Item 447,"Structural Bolting,"before shipment. 3. Girder Interiors.Paint the inside of all box and tub girders in accordance with applicable provisions of Item 446,"Cleaning and Painting Steel." 4. Weathering Steel.Provide an SSPC-SP 6 blast in the shop to all fascia surfaces of unpainted weathering steel beams.Fascia surfaces include: • exterior sides of outermost webs and undersides of bottom flanges of plate girders and rolled beams, • all outer surfaces of tub girders and box girders, • all surfaces of truss members, • webs and undersides of bottom flanges of plate diaphragms, • bottom surfaces of floor beams,and • any other surfaces designated as"fascia"on the plans. Do not mark fascia surfaces.Use one of the following methods as soon as possible to remove any markings or any other foreign material that adheres to the steel during fabrication and that could inhibit the formation of oxide film. • SSPC-SP 1,"Solvent Cleaning" • SSPC-SP 2,"Hand Tool Cleaning" • SSPC-SP 3,"Power Tool Cleaning" • SSPC-SP 7,"Brush-off Blast Cleaning." Do not use acids to remove stains or scales.Feather out touched-up areas over several feet. 5. Machined Surfaces.Clean and coat machine-finished surfaces that are in sliding contact,particularly pins and pinholes,with a non-drying,water-repellent grease-type material containing rust-inhibitive compounds. Ensure that the coating material contains no ingredients that might damage the steel.Protect machined surfaces from abrasive blasting. I. Handling and Storage of Materials.Prevent damage when storing or handling girders or other materials.If damage to material is caused by handling devices or improper storage,remove or repair the material by acceptable means in accordance with ASTM A 6 and the applicable AWS code. Place stored materials on skids or acceptable dunnage above the ground.Keep materials clean. Shore girders and beams to keep them upright and free of standing water Place support skids close enough to prevent excessive deflection in long members such as columns.Do not stack completed girders or beams at the jobsite. Protect structural steel from salt water or other corrosive environments during storage and transit. J Marking and Shipping.Mark all structural members in accordance with the erection drawings.If a surface is painted,make the marks over the paint.Do not use impact-applied stencils to mark painted surfaces. Mark the weight directly on all members weighing more than 3 tons. Keep material clean and free from injury during loading,transportation,unloading,and storage.Pack bolts of each length and diameter,and loose nuts or washers of each size,separately and ship them in boxes,crates, kegs,or barrels.Plainly mark a list and description of the contents on the outside of each package. K. Field Erection. 1. Methods and Equipment.Do not tack-weld parts instead of using erection bolts.Do not tack-weld parts to hold them in place for bolting.Provide falsework,tools,machinery,and appliances,including drift pins and erection bolts.Provide enough drift pins, 1/32 in.larger than the connection bolts,to fill at least 1/4 of the bolt holes for primary connections.Use erection bolts of the same diameter as the connection bolts. Securely tie,brace,or shore steel beams or girders immediately after erection as shown on the plans and the erection drawings.Maintain this bracing or shoring until the diaphragms are in place.Protect railroad or roadway traffic that may be beneath erected girders or beams from falling objects during erection of the members and diaphragms,placement of the deck concrete,and erection and removal of forms.Use nets or flooring with openings no larger than 1 in.for this protection. 2. Falsework.Design and construct falsework for the anticipated loads,including wind,and properly maintain this falsework. 3. Handling and Assembly Accurately assemble all parts as shown on the plans and the approved shop drawings.Verify match-marks.Handle parts carefully to prevent bending or other damage.Do not hammer if doing so damages or distorts members.Do not weld any member for transportation or erection unless noted on the plans or approved by the Engineer. a. Welded Connections.Before releasing the erection cranes,weld flange splices to 50%of their thickness and meet the minimum erection bracing and support requirements shown on the plans and on the submitted erection plans.Field-weld in accordance with Item 448,"Structural Field Welding." b. Bolted Connections.Before releasing the erection cranes: • install 50%of the bolts in the top and bottom flanges and the web with all nuts finger-tight, • meet the minimum erection bracing and support requirements shown on the plans and on the submitted erection plans,and • for tub girders,install top lateral bracing across the connection and fully tension the bolts connecting the bracing to the top flanges. Install high-strength bolts,including erection bolts,in accordance with Item 447,"Structural Bolting." Clean bearing and faying surfaces for bolted connections in accordance with Item 447 Clean the areas of the outside ply under washers,nuts,and bolt heads before bolt installation.Ensure that the required faying surface condition is present at the time of bolting. 4. Misfits.Correct minor misfits.Ream no more than 10%of the holes in a plate connection(flange or web), and ensure that no single hole is more than 1/8 in.larger than the nominal bolt diameter Submit proposed correction methods for members with defects that exceed these limits or that prevent the proper assembly of parts. Straighten structural members in accordance with S2.1 Make all corrections in the presence of the Engineer at no expense to the Department.Do not remove and reweld gusset plates without approval. 5. Bearing and Anchorage Devices.Place all bearing devices such as elastomeric pads,castings,bearing plates,or shoes on properly finished bearing areas with full and even bearing on the concrete.Place metallic bearing devices on 1/4-in.-thick preformed fabric pads manufactured in accordance with Item 434, "Elastomeric Bridge Bearings,"to the dimensions shown on the plans.Provide holes in the pad that are no more than 1/4 in.larger than the bolt diameter When the concrete bearing area has been placed below grade,build it up to the correct elevation using mortar that meets Item 420,"Concrete Structures,"and provide adequate curing.For buildups between 1/8 in.and 3/8 in.thick,use only mortar If the bearing area must be raised more than 3/8 in.,use galvanized steel shims or other approved shim materials in conjunction with mortar Provide at least 75%contact of flange to shoe with no separation greater than 1/32 in.for beams and girders.Make corrections using heat or pressure in accordance with S2.1,or with galvanized shims.Correct small irregularities by grinding. Provide at least 85%contact between the rocker plate and the base plate.Adjust the location of slotted holes in expansion bearings for the prevailing temperature.Adjust the nuts on the anchor bolts atthe expansion ends of spans to permit free movement of the span.Provide lock nuts or burr the threads. Remove all foreign matter from sliding or machine-finished surfaces before placing them in the structure. Restore distorted bearing pads or expansion bearings to an equivalent 70°F position after completion of all welded or bolted splices,using an approved method of relieving the load on the bearing devices. 6. Erecting Forms.Do not erect forms until all welding or bolting is complete and the unit is positioned and properly set on the bearing unless otherwise noted on the plans. 7 Field Finish.Paint in accordance with Item 446,"Cleaning and Painting Steel."For weathering steel that will remain unpainted,after all welding and slab concrete placement has been completed,restore the steel to a uniform appearance by solvent cleaning,hand cleaning,power brush,or blast cleaning.As soon as possible,remove from all unpainted weathering steel fascia surfaces(as defined in Section 441.3.H.4, "Weathering Steel")any foreign material,including markings,that adheres to the steel and could inhibit formation of oxide film.Feather out touched-up areas over several feet.Do not use acids to remove stains or scales. 441.4.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. ITEM 442 METAL FOR STRUCTURES 442.1.Description.Provide structural steel,high-strength bolts,forgings,steel castings,iron castings,wrought iron, steel pipe and tubing,aluminum castings and tubing,or other metals used in structures,except reinforcing steel and metal culvert pipe. 442.2.Materials.Furnish mill test reports(MTRs),supplemental test documentation,and certifications required by this and other pertinent Items. A. Structural Steel.The Engineer may sample and test steel in accordance with ASTM A 370. 1. Bridge Structures.Provide the grade of ASTM A 709 steel shown on the plans.Grade 50W,50S,or HPS 50W may be substituted for Grade 50 at no additional cost to the Department.For tension members and components,provide steel that meets supplemental requirement S83,"Non-Fracture-Critical,T, Material,Toughness Tests and Marking,"for non-fracture-critical applications and S84,"Fracture-Critical, F,Material;Toughness Testing and Marking,"for fracture-critical applications.If no AASHTO temperature zone is shown on the plans,use Zone 1 2. Non-Bridge Structures. a. Steel Classifications.Provide the types and grades of steel listed in this Section unless otherwise shown on the plans. (1) Carbon Steel.Meet ASTM A 36 (2) Low-Alloy Steel.Meet the requirements of one of the following standards: • ASTM A 572 Grade 50 or 55, • ASTM A 588, • ASTM A 709 Grade 50,50S,50W,or BPS 50W,or • ASTM A 992. Specify ASTM A 6 supplemental requirement S 18,"Maximum Tensile Strength,"for material used for sign,signal,and luminaire supports. b. Impact Testing.Tension members and components of the following structure types,if more than 1/2 in.thick,and other members designated on the plans must meet the Charpy V-notch(CVN) requirements of Table 1 • base plates for roadway illumination assemblies,traffic signal pole assemblies,high mast illumination poles,and overhead sign supports; • arm mounting plates and clamp-on plates for traffic signal pole assemblies; • pole shafts,ground sleeves,and handhole frames for high mast illumination poles;and • W-columns,tower pipes,multiple-sided shafts,tower pipe and multiple-sided shaft connection plates,chord angles,chord splice plates or angles,and truss bearing angles for overhead sign supports. Table 1 CVN Requirements for Non-Bridge Steel Material Thickness Minimum CVN Toughness ASTM A 36,A 53,A 242,A 500, A 501,A 709 Gr 36,any other up to 4" 15 ft.-lb.at 70°F steel with minimum specified yield point below 40 ksi• up to 2" 15 ft.-lb.at 70°F ASTM A 5721,A 5881,A 6331, over 2"to 4", any other steel with minimum mechanically 15 ft.-lb.at 70°F specified yield point between 40 fastened and 65 ksi,inclusive over 2"to 4", 20 ft.-lb.at 70°F welded up to 2-1/2" 20 ft.-lb.at 50°F Any steel with minimum specified over 2-1/2"to 4", yield point over 65 ksi and under mechanically 20 ft.-lb.at 50°F 90 ksi2 fastened over 2-1/2"to 4", 25 ft.-lb.at 50°F welded 1.If the yield point of the material given on the MTR exceeds 65 ksi,reduce the testing temperature by 15°F for each 10-ksi increment or fraction thereof above 65 ksi. 2.If the yield point of the material given on the MTR exceeds 85 ksi,reduce the testing temperature by 15°F for each 10-ksi increment or fraction thereof above 85 ksi. Use the(H)frequency of testing for material with minimum specified yield point up to and including 50 ksi.Use the(P)frequency of testing for material with minimum specified yield point over 50 ksi.Ensure that steel is sampled and tested in accordance with ASTM A 673. 3. Other Components. a. Miscellaneous Bridge Components.For members such as steel bearing components not bid under other Items,steel diaphragms for use with concrete bridges,armor joints,and fmger joints,provide steel that meets ASTM A 36,A 709 Grade 36,or A 500 Grade B unless otherwise shown on the plans. b. Shear Connectors and Anchors.For stud shear connectors,slab anchors,and anchors on armor joints and finger joints,provide cold-drawn bars that meet the requirements of ASTM A 108,Grade 1010, 1015, 1018,or 1020,either semi-killed or killed,and that have the tensile properties given in Table 2 after drawing or finishing.Determine tensile properties in accordance with ASTM A 370 Table 2 Minimum Tensile Properties for Bar Stock Tensile strength 60 ksi Yield strength 50 ksi Elongation 20%(2") Reduction of area 50% Provide certification from the manufacturer that the studs or anchors as delivered have the required material properties. c. Fasteners.Provide high-strength bolts that meet ASTM A 325 or A 490 as shown on the plans.The Department may sample high-strength bolts,nuts,and washers for structural connections in accordance with Tex-719-I. Follow the requirements of Item 447,"Structural Bolting,"for tests,test reports,and supplemental requirements for high-strength bolts,nuts,and washers. When ASTM A 325 or A 490 bolts are not shown on the plans,use bolts that meet ASTM A 307 and nuts that meet ASTM A 563 d. Slip-resistant Deck Plates.For deck plates,furnish steel that meets ASTM A 786 and one of A 242, A 588,or A 709 Gr 50W State the type and trade name of material to be used on the shop drawings. e. Rail Posts.Provide material for rail posts that meets ASTM A 36 or ASTM A 709 Grade 36 unless otherwise shown on the plans. B. Steel Forgings.Provide steel forgings for pins,rollers,trunnions,or other forged parts that meet ASTM A 668, Class C,D,F or G,as shown on the plans.For pins 4 in.or smaller in diameter for non-railroad structures, material that meets ASTM A 108,Grades 1016 to 1030,with a minimum yield strength of 36 ksi,may be used instead. C. Steel Castings.Provide steel castings that meet ASTM A 27,Grade 70-36. D. Iron Castings.Provide iron castings that are true to pattern in form and dimensions;are free from pouring faults,sponginess,cracks,blow holes,and other defects in positions affecting their strength and value for the service intended; and meet the standards shown in Table 3. Table 3 Standards for Iron Castings Casting Material ASTM Standard Grade or Class Gray iron A 48 35B Malleable iron A 47 32510 Ductile iron A 536 65-45-12 E. Steel Tubing.Provide steel tubing that meets ASTM A 500,Grade B unless otherwise shown on the plans. Tubing that meets API Standard 5L, Grade X52 may be used if produced by a mill listed in the standard API specifications as authorized to produce pipe with the API monogram.Hydrostatic tests are not required for API 5L steel,and instead of a mill test report the manufacturer may furnish a certificate for each lot or shipment certifying that the tubing meets the requirements of this Section. F Pipe Rail."Pipe"includes special extruded and bent shapes.Provide pipe that is rolled,extruded,or cold- pressed from a round pipe or flat plate,and of the section shown on the plans. If pipe is cold-pressed,ensure that the design of the press and dies results in a pipe of uniform section free from die marks.After the pipe has been formed to the required section,cut it to the lengths required.Make the end cuts and notches at the angles to the axis of the pipe required to produce vertical end faces and plumb posts when required by the plans.Provide a neat and workmanlike finish when cutting and notching pipe. G. Aluminum.Unless otherwise shown on the plans,provide aluminum materials that meet the standards shown in Table 4 Table 4 Aluminum Standards Material ASTM Standard Alloy-Temper — Castings B 108 A444.0-T4 Extrusions B 221 6061-T6 Sheet or plate B 209 6061-T6 When testing is required,cut test specimens from castings from the lower 14 in.of the tension flange but not at the junction of the rib or base.Flatten the curved surfaces before machining.Provide standard test specimens in conformance with ASTM E 8. 442.3.Construction. A. Fabrication,Erection,and Painting.Fabricate,weld,and erect structural metal in accordance with Item 441, "Steel Structures",Item 447,"Structural Bolting",Item 448,"Structural Field Welding",and the applicable AWS welding code.Paint in accordance with Item 446,"Cleaning and Painting Steel."Aluminum or galvanized steel members do not require painting unless otherwise shown on the plans. B. Galvanizing.Galvanize fabricated steel items,steel or iron castings,bolts,nuts,screws,washers,and other miscellaneous hardware in accordance with Item 445,"Galvanizing."Galvanizing is not required unless specified. 442.4.Measurement.This Item will be measured by the pound of structural metal furnished and placed in a complete structure not including the weight of erection bolts,paint,or weld metal. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. The maximum percent variance from the plans quantity will be as given in Table 5 Table 5 Percent Variance Quantity Variance Over 1,000,000.lb. 1/2% 100,000 through 1,000,000 lb. 1% Under 100,000 lb. 1-1/2% If the Engineer approves requests for increases in sizes or weights of members,measurement will be made on the sizes or weights shown on the plans. Castings,bearing plates,anchor bolts,drains,deck plates,armor joints,finger joints,and other metal for which no separate measurement is specified will be included in the total quantity of structural steel. The weights of rolled materials(such as structural shapes and plate)will be computed on the basis of nominal weights and dimensions using measurements shown on the plans.Deductions will not be made for material that is removed for copes,clips,planing,or weld preparation.The weight of castings will be computed from the dimensions shown on the approved shop drawings.Shoes will be measured by the weights shown on the plans. Weight of high-strength fasteners will be based on Table 6.Weight of other metal will be based on Table 7 Splices will be measured as follows: • No additional weight will be allowed for weld metal in a welded splice. • Where a bolted splice is permitted as an alternate for a welded splice,measurement will be made-on the basis of a welded splice. • Where a bolted splice•is required,the weight of the splice material,bolt heads,washers,and nuts will be measured with no deduction for holes. Table 6 Pay Weight for High-Strength Fasteners,Pounds per Hundred Units Diameter Item Bolt heads Nuts Washers 3/4" 15 19 4.8 7/8" 23 30 7.0 1" 32 43 9 4 1-1/8" 45 59 11 1-1/4" 64 79 14 Table 7 Pay Weight for Metals Material Weight(lb./cu.in) Steel 0.2836 Cast iron 0.2604 Wrought iron 0.2777 442.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Structural Steel"of the type(Rolled Beam, Plate Girder,Tub Girder,Box Girder,Miscellaneous)specified.This price is full compensation for materials, fabrication,transportation,erection,paint,painting,galvanizing,equipment,tools,labor,and incidentals. ITEM 445 GALVANIZING 445.1.Description.Galvanize or repair galvanizing on metal items. 445.2.Materials.Provide galvanized metal items that meet the standards in Table 1 Table 1 Galvanizing Standards Item Standard Fabricated items,rolled,pressed or forged steel shapes,plates,pipes, ASTM A 123 tubular items,and bars Steel or iron castings ASTM A 153,Class A Bolts,nuts,screws,washers,and other ASTM A 153,Class C or D miscellaneous hardware or ASTM B 695,Class 50 Miscellaneous fasteners ASTM B 633,Class Fe/Zn 8 Rail elements for metal beam guard AASHTO M 180 fence or bridge railing Permanent metal deck forms, ASTM A 653,Coating supporting angles and incidental items Designation G165 445.3.Construction. A. General.If fabricated members or assemblies are required to be hot-dip galvanized,provide for proper filling, venting,and draining during cleaning and galvanizing.Provide drain holes or slots as required,except where prohibited by the plans.If assembling tapered members using slip joint splices,drain to the small end of the section.Ensure that cleaning and galvanizing do not produce hydrogen embrittlement. Before galvanizing material 1/4 in. or greater in thickness: • remove all sharp burrs and • chamfer'to approximately 1/16 in.all edges exposed to electrical conductors or to human activity If painting is specified on galvanized materials,paint in accordance with Item 446,"Cleaning and Painting Steel."Do not water-quench or chromate-quench galvanized surfaces to be painted. B. Galvanizing Weldments.If problems develop during galvanizing of welded material,the Engineer may require a test of the compatibility of the combined galvanizing and welding procedures in accordance with Section 441.3.B.6,"Testing of Galvanized Weldments,"and may require modification of one or both of the galvanizing and welding procedures. C. Workmanship. 1. Coverage.Bare spots at most 1/8 in. across are acceptable unless numerous.Repair larger bare spots in accordance with Section 445.3.D,"Repairs."Runs or drips of zinc coating are acceptable unless they interfere with the intended use of the product.Carefully hand-file excessive zinc accumulations. 2. Adhesion.To test coating adhesion,tap the coated area with a small hammer The coating is acceptable if it is not brittle and does not scale or flake. 3. Appearance. a. White Rust.A white powdery residue indicates moisture.Remove heavy layers of white rust that have caused the coating to pit.Light coatings may remain unless the Engineer requires chemical removal. Remove white rust from articles that will be in direct contact with soil. b. Red Rust.Red rust on galvanized items indicates uncoated areas. See Section 445.3 C.1,"Coverage," for acceptance criteria. c. Alligator Cracking or Spider Webbing.The composition of the base metal may cause dark lines resembling alligator skin. See Section 445.3 C.2,"Adhesion,"to determine whether the coating is acceptable. d. Dull Gray Coating.The composition of the base metal can cause a dull gray color See Section 445.3 C.2,"Adhesion,"to determine whether the coating is acceptable. 4. Coating Thickness.Galvanize to the thickness specified.Use Tex-728-I to determine coating thickness. D. Repairs.Use zinc-based solders,sprayed zinc,or zinc-rich paints for repairs,in accordance with this Section. 1. Materials. a. Zinc-Based Solders.Solders used in rod form or as powders: • zinc—tin—lead alloys with liquidus temperatures in the range of 446°F to 500°F or • zinc—cadmium alloys with liquidus temperatures in the range of 518°F to 527°F b. Sprayed Zinc(Metallizing).Zinc coating applied by spraying with droplets of molten metal using wire,ribbon,or powder processes. c. Organic Zinc-Rich Paints.Zinc-rich paints based on organic binders that: • are premixed and formulated specifically for use on steel surfaces and • will provide a dried film containing a minimum of 94%zinc dust,by weight. 2. Repair Processes. a. Zinc-Based Solders.Remove moisture,oil,grease,dirt,corrosion products,and welding slag or flux from surfaces to be repaired. Clean surface to white metal by wire brushing,light grinding,or mild blasting extending into the surrounding undamaged galvanized coating.Preheat cleaned areas to at least 600°F but not more than 750°F Wire-brush while heating and evenly distribute a layer of zinc solder.When repair is completed,flush the repaired area with water or wipe with a damp cloth to remove flux residue. b. Sprayed Zinc(Metallizing).Remove oil,grease,corrosion products,and any welding slag or flux from surfaces to be repaired,and ensure that the surfaces are dry Clean surface to white metal by wire brushing,light grinding,or mild blasting extending into the surrounding undamaged galvanized coating.Apply coating by metal-spraying pistols fed with either zinc wire or zinc powder Provide a coating that is uniform and free of lumps,coarse areas,or loose particles. c. Organic Zinc-Rich Paints.Do not use paint to repair galvanizing damage caused by welding. Remove oil,grease,corrosion products,and welding slag or flux from surfaces to be repaired,and ensure that the surfaces are clean and dry Clean surface to near-white metal by wire brushing,light grinding,or mild blasting extending into the surrounding undamaged coating to provide a smooth repair Spray or brush-apply the paint to the prepared area in accordance with the paint manufacturer's instructions to attain the required dry-film thickness.Provide multiple passes when using spray application. 3. Repair Coating Thickness.After completing repair and cooling or curing,measure thickness in the repaired area using Tex-728-I.The minimum thickness required is the same as that required for the specified galvanizing.However,if the repair uses zinc-rich paints,the minimum coating thickness is 50% higher than the specified galvanizing thickness,but not greater than 4.0 mils. 445.4.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be considered subsidiary to pertinent Items. ITEM 448 STRUCTURAL FIELD WELDING 448.1.Description.Field-weld metal members using the shielded metal arc and flux-cored arc welding processes. 448.2.Materials.Provide electrodes for shielded metal arc welding(SMAW)conforming to the requirements of the latest edition of ANSI/AWS A5 1,"Specifications for Mild Steel Covered Arc Welding Electrodes,"or ANSI/AWS A5.5,"Specifications for Low-Alloy Steel Covered Arc Welding Electrodes." Provide electrodes for flux-cored arc welding(FCAW)conforming to the requirements of the latest edition of ANSI/AWS A5.20,"Specification for Carbon Steel Electrodes for Flux Cored Arc Welding,"or ANSI/AWS A5.29, "Specification for Low-Alloy Steel Electrodes for Flux Cored Arc Welding." Provide electrodes and flux-electrode combinations named on the approved list maintained by the Materials and Pavements Section of the Construction Division.To request that a product be added to this list or to renew an expired approval,the Contractor or the consumable manufacturer must submit certified reports of all tests required by the applicable AWS A5 specification according to the applicable welding code to the Construction Division, Materials and Pavements Section.For most structural steel construction,the applicable welding code is AASHTO/AWS D1.5,Bridge Welding Code,or ANSI/AWS DI 1,Structural Welding Code—Steel.For reinforcing steel,the applicable code is ANSI/AWS D1 4, Structural Welding Code—Reinforcing Steel.Tests must be conducted on electrodes of the same class,size,and brand and manufactured by the same process and with the same materials as the electrodes to be furnished.Resubmit electrodes or flux-electrode combinations every 12 months for renewal. Table 1 shows the classes of electrodes required.Use electrodes with the type of current,with the polarity,and in the positions permitted by AWS A5 1 and A5.5 for SMAW AWS A5.20 and A5.29 specifications govern for FCAW Obtain approval for electrode use on steel not listed in Table 1 1 Table 1 Classification of ElectrodesPermitted Type of Steel Electrode Process Filler Metal (ASTM Specification Requirements Standards) Steel piling AWS A5 1 or SMAW E60XX A5.5 E70XX or Armor joints E70XX=X A 500 AWS A5.20 or FCAW E6XTX-X A 501 A5.29 E7XTX-X (except-2,-3, -10,-GS) A 36 AWS A5 1 or SMAW E7016 A 572 Gr 50 A5.5 E7018 A 588 E7028 A 242 AWS A5.20 or FCAW E7XT-1 A 709 Gr 36.50, A5.29 E7XT-5 or 50S E7XT-6 E7XT-8 Weathering steel AWS A5.5 SMAW E8018-W E8016-C3 A 588 E8018-C3 A 242 E8016-C1 A 709 Gr 50W E8018-C1 E8016-C2 E8018-C2 AWS 5.29 FCAW E8XT1-W EBXTX Nil EBXTX-Ni2 E8XTX-Ni3 A 709 AWS A5.5 SMAW E9018-M-H8R Gr HPS 70W Reinforcing steel AWS A5 1 or SMAW E70XX Grade 40 A5.5 Reinforcing steel AWS A5.5 SMAW E90XX Grade 60 Permanent metal AWS A5 1 or SMAW E6010 deck forms A5.5 E6011 E6013 E7018 Note:Low-hydrogen electrodes applicable to the lower strength base metal may be used in joints involving base metals of different yield points or strengths. E7010 and E8010 electrodes may be used when welding the root passes of beam and girder splices if the requirements of Section 448 4 C.5.a,"High-Cellulose Electrodes for Root Passes,"are met. When welding fracture-critical applications,use electrodes meeting the diffusible hydrogen requirements for fracture-critical welding in AASHTO/AWS D1.5 For FCAW,use gas or gas mixtures that are welding grade and have a dew point of—40°F or lower Furnish certification to the Engineer that the gas or gas mixture is suitable for the intended application and will meet the dew point requirements. 448.3.Equipment.Provide electrode drying and storing ovens that can maintain the required temperatures specified in Section 448.4 C.1,"Electrode Condition,"along with thermometers for checking and controlling the oven temperatures.Provide preheating equipment that can maintain the entire joint at or above the specified temperature.Provide approved equipment for checking preheat and interpass temperatures at all times while welding is in progress.Provide welding equipment meeting the requirements of the approved welding procedure specification(WPS),if required,and capable of making consistent high-quality welds. 448.4.Construction. A. Procedure Qualification.Use the proper classification and size of electrode,arc length,voltage,and amperage for the thickness of the material,type of groove,welding positions,and other circumstances of the work. Submit WPS's for FCAW,qualified in accordance with AASHTO/AWS D1.5,for approval before any field welding on a project. B. Welder Qualification.Provide Department certification papers for each welder for each welding process to be used before welding,except for miscellaneous welds described in Section 448.4.B.l.a,"Miscellaneous Welding Applications."Certification is issued by the Department as described in Section 448.4.B.2,"Certified Steel Structures Welder" 1. Miscellaneous Welding.A qualified welder is an experienced welder who is capable of making welds of sound quality but does not have Department certification papers.Before welding begins,the Engineer will check the welder's ability by conducting a job-site test in accordance with Section 448.4.B 1.b, "Miscellaneous Weld Qualification Test."Furnish all materials and equipment necessary for this test. a. Miscellaneous Welding Applications.A welder certified for structural or reinforcing steel or a qualified welder may make miscellaneous welds of the following types: • splicing reinforcing steel to extend bars in the bottom of a drilled shaft; • attaching chairs to the reinforcing steel cage of a drilled shaft; • armor joints and their supports; • screed rail and form hanger supports where permitted on steel units; • reinforcing steel to R-bars for lateral stability between prestressed beams,spirals,or bands to reinforcing bars in drilled shaft cages; • permanent metal deck forms; • additional steel added in railing when slip-form construction is used;and • other similar miscellaneous members that have no load-carrying capacity in the completed structure. b. Miscellaneous Weld Qualification Test.A qualified welder must pass a job-site Miscellaneous Weld Qualification Test before welding: • Make a single-pass fillet weld of 1/4-in.maximum size in the vertical position approximately 2 in. long on 1/2-in.plate in the location shown in Figure 1 Use the same electrode proposed for the work • The Engineer will visually inspect the fillet weld for a reasonably uniform appearance and then rupture the weld as shown in Figure 2 with a force or by striking it with a hammer • The fractured surface of the weld will be inspected to ensure complete penetration into the root of the joint,complete fusion to the base metal,and no inclusion or porosity larger than 3/32 in.in its greatest dimension. I i 1/2" 4„ I 1/4" 2" r. p. Figure 1 Miscellaneous qualification—fillet weld break specimen. Force 1,11.111111111111 Figure 2 Miscellaneous qualification—method of rupturing specimen. A welder who fails the Miscellaneous Weld Qualification Test may take a retest under the following conditions. • The retest occurs immediately and consists of 2 test welds as described above with both test specimens meeting all of the requirements. • The retest occurs after 30 days if the welder provides evidence of further training or practice.In this case the test consists of a single test weld. Qualification by the Miscellaneous Weld Qualification Test is effective immediately upon satisfactory completion of the test and remains in effect for the duration of a project. 2. Certified Steel Structures Welder Before making non-miscellaneous welds on structural steel,a welder must pass the AASHTO/AWS D1.5 qualification test for groove welds for plates of unlimited thickness in the vertical(3G)and overhead(4G)positions with the following additional requirements: • Use metal for test plates that meets Item 442,"Metal for Structures,"with a minimum yield point of 50 ksi. • Use approved electrodes meeting the required class in accordance with Table 1 and,in the case of FCAW,in accordance with the approved WPS. • Have a radiographic inspection performed on the weld on each test plate.Any porosity or fusion-type discontinuity with greatest dimension larger than 1/16 in.found in the weld will result in failure of the test.Discontinuities with greatest dimension less than 1/16 in.are acceptable provided the sum of their greatest dimensions does not exceed 3/8 in.in any inch of weld. • Have two side-bend specimens prepared,tested,and inspected for each test plate. The test must be administered by an approved laboratory Submit 2 copies of the certification issued by the laboratory,all accompanying test papers,and the radiographic films to the Bridge Division for review The Bridge Division issues Department certification papers if the laboratory's certification is approved.A welder must also demonstrate to the Engineer a thorough knowledge of the required welding procedures together with the ability and desire to follow them and make welds of sound quality and good appearance. The certification issued by an approved laboratory is accepted for 1 month from the time of certification, during which time the welder may work on Department projects if the work is satisfactory Certification papers issued by the Department remain in effect as long as the welder performs acceptable work as determined by the Bridge Division.The certification may be cancelled at any time if the welder's work is not acceptable. For SMAW,a welder certified using EXX18 electrodes is qualified to weld with all approved SMAW electrodes up to E90XX to join metals with a maximum specified yield strength of 65 ksi. C. Welding Steel Structures. 1. Electrode Condition. a. SMAW For electrodes with low-hydrogen coverings conforming to AWS A5 1,dry in conformance with the manufacturer's written drying instructions or dry for at least 2 hours between 450°F and 500°F For electrodes with low-hydrogen coverings conforming to AWS A5.5,dry for at least 1 hour between 700°F and 800°F or as specified by the electrode manufacturer If using electrodes from a newly opened undamaged hermetically sealed container,drying is not required.Immediately after drying or removal from hermetically sealed container,store electrodes in ovens held at a temperature of at least 250°F Elapsed time permitted between removal of an electrode from the storage oven or hermetically sealed container and use of the electrode is given in Table 2. Table 2 SMAW Electrode Exposure Limits Electrode Type Exposure Time(hours) E70 4 E80 2 E90 1 If electrodes are placed back in the holding oven before the times given in Table 2 have lapsed,leave them in for at least 4 hours at 250°F before reusing.The Engineer may reduce times allowed for use without redrying in humid atmospheres.Do not redry electrodes more than once.Do not use electrodes with flux that has been wet,cracked,or otherwise damaged. b. FCAW Protect or store welding wire coils removed from the original package to keep their characteristics or welding properties intact.Do not use coils or portions of coils that are rusty c. Special Applications.For fracture-critical applications or when welding steel not shown in Table 1, dry electrodes in accordance with the manufacturer's specifications and AASHTO/AWS D1.5 2. Environmental Conditions.Do not weld when the air temperature is lower than 20°F,when surfaces are wet or exposed to rain,snow, or wind,or when operators are exposed to inclement conditions.Provide wind breaks to protect welding operations from winds greater than 5 MPH. 3. Assembly and Fitup.Verify that ends of members to be welded are prepared in accordance with the welded joint detail specified.For girder splices,see Figures 3,4,and 5 for proper end preparation and weld details. Bring the parts to be joined by fillet welds into as close contact as possible,not separated more than 3/16 in.If the separation is 1/16 in.or more,increase the leg of the fillet weld by the amount of the separation.Keep the separation between faying surfaces of lap joints and of butt joints landing on backing strips to no more than 1/16 in. Make suitable allowance for shrinkage,and never restrain the joint on both sides in any welding process. Use the following fitup procedure for groove welds for butt joints: • Align splices of beams and girders joined by groove welds with the center of gravity of both cross sections coinciding or each flange vertically offset equally Fit beams and girders with offset webs with the webs aligned and the flanges offset laterally When flanges are offset or abutting parts differ in thickness or width by more than 1/8 in.,make the joint with a smooth transition between offset surfaces and with a slope of no more than 1 4 • Space members to provide a 3/16-in.root opening at the nearest point.At other points of the joint when the spacing provides up to a 7/16-in.opening,correction may be made by buildup up to 1/8 in. on each bevel nose.Rebevel openings exceeding 7/16 in.and move the parts to be joined closer together to bring the joint within the maximum buildup limits.Allow buildups to cool to the maximum preheat and interpass temperatures before welding the joint. • Bring all members into correct alignment and hold them in position by acceptable clamps while welding. Complete all butt splices before welding diaphragms or sway bracing in a particular section of a unit. Diaphragms and sway bracing may be welded in a unit behind the splice welding to provide stability except where such welding interferes with butt splice adjustments,such as at a drop-in segment of a continuous unit. Complete all splices before welding beams or girders to shoes. 60• 1/8" ` 'i Splice 0 v VI Figure 3 Girder splice details. (1/8" IO 3/16" tacking)ater 40 K\\\\ /././( g • A.N.S.I 500 4 en finish •- co 5/8" R. Ls"' Figure 4 Girder splice details(flange). 60° F ai :o : c, •o � � m ao o t N\l// 3/16" (1/8" after tacking) Figure 5 Girder splice details(web). 4. Preheat.Preheat ahead of welding both groove and fillet welds(including tack welding)to the temperatures shown in Table 3 Keep preheat and interpass temperatures high enough to prevent cracks. The preheat temperatures shown in Table 3 are minimums,and higher preheats may be necessary in highly restrained welds.When the base metal is below the required temperature,preheat it so that parts being welded are not cooler than the specified temperature within 3 in.of the point of welding. Measure preheat temperature on the side opposite to which the heat is applied at points approximately 3 in. away from the joint. When possible,completely weld a joint before allowing it to cool below the specified temperature.Always deposit enough weld to prevent cracking before allowing a joint to cool.Do not allow preheat and interpass temperatures to exceed 400°F for thickness up to 1-1/2 in. and 450°F for greater thicknesses. Table 3 Minimum Preheat and Interpass Temperature for Welding with Low-Hydrogen Electrodes Thickest Part at Point of Welding Temperature Up to 3/4 in.,inclusive 50°F More than 3/4 in.up to 1-1/2 in.,inclusive 70°F More than 1-1/2 in.up to 2-1/2 in.,inclusive 150°F More than 2-1/2 in. 225°F When E7010 or E8010 electrodes are used for tacking or temporary root pass,preheat the material in accordance with Table 4 Table 4 Minimum Preheat Temperature for Welding with E7010 or E8010 Electrodes Thickest Part at Point of Welding Temperature 1/2 in.and less 150°F 9/16 in.through 3/4 in. 200°F 13/16 in.through 1-1/2 in. 300°F More than 1-1/2 in. 400°F Use preheat and interpass temperatures for the thicker plate thickness when joining steels of different thickness. When the base metal temperature is below 32°F,preheat to at least 70°F and maintain this minimum temperature during welding.If the base metal is moist,preheat it to 200°F before starting to weld. 5. Welding Practice.Use an approved procedure to control shrinkage and distortion.For FCAW,weld in accordance with an approved WPS.Weld as required by the Contract or erection drawings.Do not change the location or size of welds without approval.Do not make temporary welds for transportation,erection,or other purposes on main members except as shown on the plans or approved.Use a crayon,paint,or other approved method to mark each groove weld to identify the welder who performed the work. Use the stringer-bead technique where possible for groove welds.In vertical welding passes,progress upward using a back-step sequence. Begin and terminate groove welds at the ends of a joint on extension bars.Make edge preparation and thickness of extension bars the same as that of the member being welded but extending at least 2 in.beyond the joint.After the weld is completed and cooled,remove extension bars with a cutting torch or arc-air gouging,and grind the flange edges smooth.If any defects are exposed by the grinding,clean them,fill them with weld metal,and regrind them to a uniform finish.Grind so that grind marks are parallel to the flange,and avoid excess grinding of the parent metal. Clean and fuse tack welds thoroughly with the final weld.Remove defective,cracked,or broken tack welds. Gouge,chip,or otherwise remove the root of the initial weld to sound metal for all groove welds,except those produced with the aid of backing or those on steel piling or armor joints,before welding is started on the second side.Thoroughly clean the back side before placing the backup pass.For groove welds made with steel backing,thoroughly fuse the weld metal with the backing,and use backing that is continuous for the full length of the weld.Make a continuous length of backing by welding shorter sections together only under the following conditions: • All splices in the backing are complete joint penetration(CJP)groove welds made with the same controls as similar CJP groove welds in the structure. • The welds are radiographed and examined as described in Section 448.4 C.7,"Radiographic Inspection,"to ensure weld soundness. • All welding and testing of the backing is complete before the backing is used to make the structural weld. a. High-Cellulose Electrodes for Root Passes.E7010 and E8010 electrodes maybe used when welding the root passes of beam and girder splices if the work is preheated in accordance with Table 4 After the root passes are backed up,completely remove the E7010 or E8010 electrode pass by arc-air gouging,and replace it using a low-hydrogen electrode. b. Welding Sequence.Make beam and girder splices using the sequences shown in Figure 6.(Some members will require fewer or more passes than Figure 6 shows.)Alternate welds from flat to overhead to prevent heat buildup along bevel edge.Arrange the passes between the top and bottom flange to maintain balance and symmetry For both rolled I-beams and built-up girders,place passes 1,2,and 3 in the top flange,followed by passes 4,5,and 6 in the bottom flange(see Figure 6).Gouge out and replace passes 1 and 4,which always are placed in the overhead position.Next,place passes 7,8,and 9 in the top flange,followed by passes 10, 11,and 12 in the bottom flange.Continue with placing passes 13-17 in the top flange, followed by passes 18-22 in the bottom flange.Continue to alternate welding between top and bottom flange with a maximum of 5 passes per flange until the flange splices are complete.Tack weld web after aligning girder webs with short tacks as required to obtain proper alignment.Place pass 23 and pass 24 on the web Gouge out and replace pass 23 Finish web splice with pass 25 For each layer,each bead,and the crater area,remove all slag and clean the weld and adjacent base metal before welding over previously deposited metal.Avoid arc strikes,and if they occur,grind resulting cracks and blemishes out to a smooth contour and check them visually to ensure soundness. Symmetry — ,\ About � . 15 20 14 �:.:." . : Mr 19 • 13 . 18 3 . • 6 Er • 2 ''•. . 15 24 Mir 1 `::. 41110 23 0 7 ::�: 10 25 • la 11 Web c 9 l''.`' MS 12 16 f,. .. i 21 17 t ''• :• MO 22 Top Flange Bottom Flange Figure 6 Welding sequence for splices for material up to 50,000-psi yield strength. Deviation from the above sequence of weld passes requires approval.Obtain approval from the Bridge Division for welding procedures and sequences for special connections. c. Electrode Size and Weld Layer Thickness. (1) SMAW (a) Electrode Size.Use electrodes with the following maximum size: • 1/4 in.for all welds made in the flat position except root passes, • 1/4 in.for horizontal fillet welds, • 1/4 in.for root passes of fillet welds made in the flat position and of groove welds made in the flat position with backing and with a root opening of 1/4 in.or more, • 5/32 in.for welds made with low hydrogen electrodes in the vertical and overhead positions,and • 3/16 in.for all other welds. (b) Weld Size and Layer Thickness.Make the root pass large enough to prevent cracking.Make layers subsequent to the root pass in fillet welds and all layers in groove welds of the following maximum thickness: • 1/4 in.for root passes of groove welds; • 1/8 in.for subsequent layers of welds made in the flat position;and • 3/16 in.for subsequent layers.of welds made in the vertical,overhead,and horizontal positions. Make fillet welds passes no larger than: • 3/8 in.in the flat position, • 5/16 in.in the horizontal or overhead positions,and • 1/2 in.in the vertical position. (2) FCAW (a) Electrode Size.Use electrodes with the following maximum size: • 5/32 in.for the flat and horizontal positions, • 3/32 in.for the vertical position,and • 5/64 in.for the overhead position. (b) Weld Size and Layer Thickness.Make weld layers,except root and surface layers,no thicker than 1/4 in.When the root opening of a groove weld is 1/2 in.or wider,use a multiple- pass split-layer technique.Use the split-layer technique to make all multiple-pass welds when the width of the layer exceeds 5/8 in. Ensure that each pass has complete fusion with adjacent base metal and weld metal and that there is no overlap,excessive porosity,or undercutting. Do not use FCAW with external gas shielding in a draft or wind.Furnish an approved shelter of material and shape to reduce wind velocity near the welding to a maximum of 5 MPH. Make fillet weld passes no larger than: • 1/2 in.in the flat position, • 3/8 in.in the horizontal or overhead positions,and • 5/16 in.in the vertical position. 6. Weld Quality Provide welds that are sound throughout with no cracks in the weld metal or weld pass. Completely fuse the weld metal and the base metal and each subsequent pass.Keep welds free from overlap,and keep the base metal free from undercut more than 1/100 in.deep when the direction of undercut is transverse to the primary stress in the part that is undercut.Fill all craters to the full cross section of the welds. 7 Radiographic Inspection.Conduct radiographic testing(RT)as required in the field at the expense of the Contractor by an agency or individual registered and licensed to perform industrial radiography Follow all applicable rules and regulations for radiographic operations.Testing includes furnishing all materials, equipment,tools,labor,and incidentals necessary to perform the required testing.The Department may require further tests in accordance with Article 5 7,"Inspection,"and may perform additional testing, including other methods of inspection. Perform RT in accordance with AASHTO/AWS D1.5 The Engineer will examine and interpret the resulting radiographs in accordance with AASHTO/AWS D1.5 All radiographs become the property of the Department and remain with the Engineer For field welds of splices in beams or girders,radiographically inspect the full flange width of all flange splices and the top and bottom 1/6 of the web at each splice.Radiographically retest repaired welds.Make necessary repairs before any further work is done.Additional RT required because of unacceptable welding or poor radiograph quality is at the Contractor's expense.RT of particular welds required by the plans is in addition to the RT required by this Item. 8. Corrections.When welding is unsatisfactory or indicates inferior workmanship,the Engineer will require corrective measures and approve the subsequent corrections. Use oxygen gouging or arc-air gouging when required to remove part of the weld or base metal.Do not use oxygen gouging on weathering steel.Backgouge splices in beams and girders or cut out defective welds using arc-air gouging by a welder qualified to make beam and girder splices. Where corrections require depositing additional weld metal,slope the sides of the area to be welded enough to permit depositing new metal. Where corrections require depositing additional weld metal,use a smaller electrode than that used for the original weld.Clean surfaces thoroughly before rewelding. Remove cracked welds completely and repair If crack length is less than half the length of the weld, remove the weld metal for the length of the crack plus 2 in.beyond each end of the crack,and repair Where work performed after making a deficient weld has made the weld inaccessible or has caused new conditions making the correction of the deficiency dangerous or ineffectual,restore the original conditions by removing welds,members,or both before making the necessary corrections;otherwise,compensate for the deficiency by performing additional work according to a revised and approved design. Cut apart and reweld improperly fitted or misaligned parts. Straighten members distorted by the heat of welding using mechanical means or the carefully supervised application of a limited amount of localized heat.Do not let heated areas exceed 1,200°F as measured by temperature-indicating crayons or other approved methods for steel up to 65,000 psi yield strength.Do not let heated areas exceed 1,100°F for higher-strength steels.Keep parts to be heat-straightened substantially free of stress from external forces except when mechanical means are used with the application of heat. Before straightening, submit a straightening procedure to the Engineer for approval. Correct defective or unsound welds either by removing and replacing the entire weld or as follows. a. Excessive Convexity Reduce to size by grinding off the excess weld metal,leaving a smooth profile. b. Shrinkage Cracks,Cracks in Base Metal,Craters,and Excessive Porosity Remove defective portions of base and weld metal down to sound metal,and replace with additional sound weld metal. c. Undercut,Undersize,and Excessive Concavity Clean and deposit additional weld metal. d. Overlap and Incomplete Fusion.Remove and replace the defective portion of weld. e. Slag Inclusions.Remove the parts of the weld containing slag,and replace them with sound weld metal. f. Removal of Base Metal during Welding.Clean and form full size by depositing additional weld metal using stringer beads. D. Welding Reinforcing Steel.Splice reinforcing steel by welding only at locations shown on the plans. 1. Base Metal.Provide weldable reinforcing steel in conformance with Item 440,"Reinforcing Steel." 2. Preheat and Interpass Temperature.Minimum preheat and interpass temperatures are shown in Table 5 When reinforcing steel is below the listed temperature for the size and carbon equivalency range of the bar being welded,preheat it so that the cross section of the bar is above the minimum temperature for at least 6 in.on each side of the joint.After welding is complete,allow bars to cool naturally to ambient temperature.Do not accelerate cooling. Table 5 Minimum Preheat and Interpass Temperature for Reinforcing Steel Carbon Equivalent Size of Reinforcing Temperature(°F) Range(/o) Bar(no.) Up to and including 0 40 Up to 11 inclusive None 14 and 18 50 0 41 through 0 45 Up to 11 inclusive None inclusive 14 and 18 100 0 46 through 0.55 Up to 6 inclusive None inclusive 7 to 11 inclusive 50 14 and 18 200 Unknown Up to 18 inclusive 500 For widening projects,base the preheat and interpass temperatures on the existing reinforcing steel and the requirements of Table 5 3. Joint Types.Use butt splices for all No.7 and larger bars.Use lap splices for No.6 and smaller bars. Make groove welds in lap splices at least 4 in. long, and weld them on each side of the lap joint as shown in Figure 7 For No. 5 and smaller bars,weld from one side of the lap when it is impractical to weld from both sides of the joint if approved by the Engineer,but in this case make the weld at least 6 in.long. Where possible,make all butt splices in the flat position.Make all welds for butt splices,except horizontal welds on vertical bars,as shown in Figures 8 and 9 The back-up strip is required when access to the splice is from the top only When bars can be rotated or access to the splice is available from two sides,the double bevel splice may be used,and this type weld requires gouging out the root pass similar to a flange splice on structural steel.The root pass may be made using E7010 or E8010 electrodes for all double beveled splices. If using E7010 or E8010 electrodes,preheat the steel to 400°F and then completely remove the root pass before welding the opposite side.Make horizontal splices on vertical bars as shown in Figure 10 Provide alignment strips as shown in Figures 9 and 10 to hold bars during welding operation.Trim alignment strips after welding is complete. A� 1/16" ax. ■ULIUU III U III MI III MI MI II SEC. A-A Figure 7 Direct lap joint with bars in contact. B� Trim backup R 22 1/2°122 1/2° after welding 1 1 mew= 3/32"II 1/4"x1-1/2"x2" R 1-1/2" B SEC. B-B Figure 8 Single bevel V-groove weld in horizontal position. Trim after Trim after welding / welding 60° /l '-7= 2 N O I I U 1/4"x1"x1-1/2" °o " Vertical Position Figure 9 Double bevel V-groove weld in horizontal position. 1/16" 1/16" I I_1/16" • g 1/4"x1"x1-1/2" Figure 10 Double bevel V-groove weld in vertical position. 4. Radiographic Inspection.Radiograph welded butt splices at the expense of the Contractor when designated on the plans.Follow all applicable rules and regulations for radiographic operations.Ensure that welds have no cracks and that the sum of the greatest dimensions of porosity and fusion-type defects do not exceed 1/10 of the nominal bar diameter The Engineer examines and interprets the resulting radiographs,which become the property of the Department and remain with the Engineer 448.5.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. ITEM 449 ANCHOR BOLTS 449.1.Description.Fabricate and install anchor bolts to be embedded in or attached to concrete. 449.2.Materials. A. Bolts and Nuts.Provide bolts and nuts that meet the standards given in Table 1 Table 1 Bolt and Nut Standards Specified Anchor Bolt Bolt Standards Nut Standards Category Mild steel ASTM A 307 Gr.A or A 36 ASTM A 563 Medium-strength,mild ASTM F 1554 Gr 55 with ASTM A 194 Gr.2H or steel supplementary requirement SI A 563 Gr.D or better High-strength steel ASTM A 325 or A 321 ASTM A 194 or A 563, heavy hex Alloy steel ASTM A 193 Gr.B7 ASTM A 194 Gr.2H or A 563 Gr.DH,heavy hex Provide a mill test report or manufacturer's certification indicating that the material conforms to these requirements.For alloy steel anchor bolts,provide a test report or certification attesting to the heat treating process.If no specific bolt category is indicated on the plans,provide mild steel anchor bolts with nuts that meet ASTM A 563 B. Washers.Use washers that meet ASTM F 436. C. Threads.Provide anchor bolts with rolled or cut threads of UNC or 8UN series in accordance with ASME B 1 1 Anchor bolts larger than 2 in.in diameter must have UNC series threads.If bolts have rolled threads,ensure that the diameter of the unthreaded portion is neither less than the minimum pitch diameter nor more than the maximum major diameter of the threads.If bolts have cut threads,ensure that the diameter of the unthreaded portion is not less than the minimum major diameter of the threads.Ensure that all threads for bolts and nuts have Class 2 fit tolerances in accordance with ASME B 1 1 449.3.Construction. A. Fabrication.Welded splicing of anchor bolts is not permitted. Provide an anchorage device with each anchor bolt consisting of a standard bolt head,a threaded bolt with nut, or,if shown on the plans,a 90°bend.Make the inside-bend diameter approximately 2 times the anchor bolt diameter,but at no point along the bend greater than 3 times the bolt diameter.Hot bending is permissible provided the temperature does not exceed 1,100°F If the anchor bolts will be installed in a template embedded in concrete,tack-weld the anchorage nuts to the template in the shop.Perform this welding with appropriate jigs to ensure that the anchor bolt is perpendicular to the template. When embedded templates are not specified and nuts are welded to the end of anchor bolts for anchorage,weld only on the nut face at the unstressed end of the bolt.Ensure that no welding,arc,or other potential notch- producing effects occur in the stressed portion of the bolt. Shipping of the anchor bolt cage in its assembled condition is not required. B. Finish.Galvanize in accordance with Item 445,"Galvanizing." 1. Anchor Bolts Embedded in Concrete.Galvanize the exposed end plus a minimum of 6 in.,unless otherwise shown on the plans. 2. Anchor Bolts Extending Through Concrete.Galvanise the complete length of the bolt. 3. Nuts. Galvanize exposed nuts.Galvanize the untapped blanks before cutting the threads. 4. Washers.Galvanize exposed washers. C. Installation.Hold the anchor bolt and template assembly rigidly in position during concrete placement.Use wood templates or other positive means to ensure correct positioning of anchor bolts not requiring steel templates.Positioning devices may be tack-welded to the steel templates but not to any portion of the anchor bolts. 1. Anchor Bolt Thread Lubricant Coating.For traffic signal poles,roadway illumination poles,high mast illumination poles,and overhead sign support structures,coat anchor bolt threads before installing nuts with an electrically conducting lubricant compound described in Section 449.3 C.2.a,"Definitions."Coat anchor bolt threads for other structures with pipe joint compound or beeswax.After installing nuts,repair galvanising damage on bolts,nuts,and washers in accordance with Section 445.3.D,"Repairs." 2. Anchor Bolt Tightening Procedure.Tighten anchor bolts for traffic signal poles,roadway illumination poles with shoe bases,high mast illumination poles,and overhead sign support structures in accordance with this Section.This procedure covers the tightening of nuts on a double-nut anchor bolt system using anchor bolts with 55-ksi or 105-ksi minimum yield strength and UNC or 8UN thread series to secure structures to drilled shaft foundations. a. Definitions.The following definitions apply to the anchor bolt tightening procedure: • Double-nut anchor bolt system.An anchor bolt with 2 nuts that sandwich the structure's base plate.The bottom nut is positioned under the base plate to level,support,and provide the reaction for the force applied by tightening the top nut positioned above the base plate. • Electrically conducting lubricant.A compound commonly used in the electrical industry to coat threads of field-cut rigid metal conduit and suitable for exposure to weather • Impact tightening.The tightening of nuts with a box end"slug"or"knocker"wrench and a sledgehammer The wrench,matching the size of the nut to be tightened,is driven with the sledgehammer to rotate the nut. • Static tightening.The tightening of nuts with a"spud"wrench and a pipe or extension handle. The wrench,matching the size of the nut to be tightened,may be turned with more than one worker to rotate the nut. • Snug-tight.The condition when the nut is in full contact with the base plate.It may be assumed that the full effort of a worker on a 12-in.wrench results in a snug-tight condition. • Turn-of-the-nut method.The tightening of top nuts to snug-tight condition then establishing reference positions by marking one flat on each nut with a corresponding reference mark on the base plate at each bolt.Each nut is then turned to the prescribed rotation from the referenced snug tight position. b. Anchor Bolt Tightening.Perform the following procedure: (1) Coat the threads of the anchor bolts with electrically conducting lubricant. (2) Install the bottom nuts on the bolts, 1 on each bolt. (3) Using the top template as a guide,level the top template by adjusting the bottom nuts so that the template rests on each nut and the distance between the top of the concrete shaft and the bottom surface of the bottom nut is approximately 1/2 in. (4) Remove the template. (5) Coat the bearing surfaces of the bottom nuts and washers with electrically conducting lubricant. (6) Install bottom washers on bolts, 1 on each bolt. (7) Erect and plumb the structure as specified.Adjust the bottom nuts so that each is bearing equally on the washer or base plate.The truss for cantilever overhead sign support structures and the mast arm for traffic signal poles must be removed during anchor bolt tightening. (8) With the plumbed structure supported by a crane,coat the bearing surfaces of the top nuts and washers with electrically conducting lubricant.Install 1 washer and 1 top nut on each bolt.Turn the top nuts onto the bolts so that each is hand-tight against the washer or base plate. (9) Using a wrench,turn each bottom nut to a snug-tight condition. (10) Verify that the structure is still plumb and still supported by the crane.Begin turn-of-the-nut method by turning each top nut down to the same snug tight condition.Prevent rotation of the bottom leveling nut during all top nut tightening. Once snug-tight condition is achieved,establish reference marks for turn-of-the-nut method and then tighten the top nuts by turning each nut 1/12 turn(1/2 of a nut flat)past snug-tight using either static or impact tightening.Turn each top nut an additional 1/12 turn until each nut has been tightened 1/6 total turn past snug-tight. 449 4.Measurement and Payment.Top or bottom templates,washers,lock washers,nuts,lock nuts,and other devices used for installing anchor bolts are considered part of the anchor bolt assembly All work performed, materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. ITEM 476 JACKING,BORING,OR TUNNELING PIPE OR BOX 476.1.Description. Furnish and install pipe or box by jacking,boring, or tunneling. 476.2.Materials. Use the following types of pipe or box. • corrugated metal pipe meeting Item 460, "Corrugated Metal Pipe,"of the size, type, design, and dimension shown on the plans, • reinforced concrete pipe meeting the special requirements for jacking,bonng, or tunneling of Item 464, "Reinforced Concrete Pipe,"of the size, strength, and dimension shown on the plans; • reinforced concrete box meeting Item 462, "Concrete Box Culverts and Storm Drains," of the size and type shown on the plans; or • other types specified by the plans. 476.3. Construction.Excavate suitable shafts or trenches for conducting the jacking,bonng, or tunneling operations and for placing end joints of the pipe or box if the grade at the jacking, boring, or tunneling end is below the ground surface. Protect excavations deeper than 5 ft. as specified in Item 402, "Trench Excavation Protection" or Item 403, "Temporary Special Shoring." Install pipe or box so there is no interference with the operation of street,highway, railroad, or other facility and no embankment or structure is weakened or damaged. Repair any pipe or box damaged in jacking,boring, or tunnelmg. Remove and replace any pipe or box damaged beyond repair at the Contractor's expense. Immediately after installation of pipe or box,backfill shafts or trenches excavated to facilitate jacking,bonng, or tunneling. A. Jacking.Provide jacks suitable for forcing the pipe or box through the embankment.Use even pressure to all jacks during operation. Provide a suitable jacking head and suitable bracing between the jacks and the jacking head to apply uniform pressure around the ring of the pipe or circumference of the box. Use joint cushioning of plywood or other approved material. For plywood cushioning material,use 1/2-in. minimum thickness for pipe diameter 30 in. or less, and use 3/4-in.minimum thickness for pipe diameter greater than 30 in.Use 3/4-in.minimum thickness for all boxes. Use cushioning nngs of single or multiple pieces. Provide a suitable jacking frame or backstop. Set the pipe or box to be jacked on guides that support the section of the pipe or box, and direct it on the proper line and grade. Place the entire jacking assembly in line with the direction and grade of the pipe or box. In general, excavate the embankment material just ahead of the pipe or box,remove the material through the pipe or box, and force the pipe or box through the embankment with jacks into the space provided. Furnish a plan showing the proposed method ofiacking for approval. Include the design for the jacking head,jacking support or backstop, arrangement and position of jacks, and guides in the plan. Ensure that excavation for the underside of the pipe for at least 1/3 of the circumference of the pipe conforms to the contour and grade of the pipe. Ensure that the excavation for the bottom slab of the box conforms to the grade of the box. If desired, over excavate to provide not more than 2 in. of clearance for the upper portion of the pipe or box. Taper this clearance to zero at the point where the excavation conforms to the contour of the pipe or box. Pressure-grout any over excavation of more than 1 m. The distance that the excavation extends beyond the end of the pipe or box must not exceed 2 ft. Decrease this distance as necessary to maintain stability of the material being excavated. Jack the pipe or box from the low or downstream end. The final position of the pipe or box must not vary from the lme and grade shown on the plans by more than 1 in. m 10 ft. Variation must be regular and in 1 direction, and the final flow line must be in the direction shown on the plans. If desired,use a cutting edge of steel plate around the head end of the pipe or box extending a short distance beyond the end. B. Boring.Bore from a shaft in an approved location provided for the boring equipment and workmen. Dispose of excavated material using a method approved by the Engineer Use water or other fluids in connection with the boring operation only as necessary to lubricate cuttings; do not use jetting. In unconsolidated soil formations,use a gel-forming colloidal drillmg fluid consisting of high-grade, carefully processed bentonite to consolidate cuttings of the bit, seal the walls of the hole, and furmsh lubrication for subsequent removal of cuttings and immediate installation of the pipe. Allowable variations from line and grade are specified m Section 476.3.A, "Jacking." Pressure-grout any over excavation of more than 1 in. Use a pilot hole or auger method for the boring. 1. Pilot Hole Method.Bore a 2-in. pilot hole the entire length of the crossing, and check it for line and grade on the opposite end of the bore from the work shaft. This pilot hole will serve as centerline for the larger diameter hole to be bored. 2. Auger Method.Use a steel encasement pipe of the appropriate diameter equipped with a cutter head to mechanically perform the excavation. Use augers of sufficient diameter to convey the excavated material to the work shaft. C. Tunneling.Use an approved tunneling method where the characteristics of the soil,the size of the proposed pipe, or the use of monolithic pipe would make the use of tunneling more satisfactory than jacking or boring or when shown on the plans. When tunneling is permitted, ensure that the lining of the tunnel is of sufficient strength to support the overburden. Submit the proposed liner method for approval. Approval does not relieve the Contractor of the responsibility for the adequacy of the liner method. Pressure-grout the space between the liner plate and the limits of excavation. D. Joints. If corrugated metal pipe is used,make joints by field bolting or by connecting bands, whichever is feasible. If reinforced concrete pipe is used,make the joints in accordance with Item 464, "Reinforced Concrete Pipe." If reinforced concrete box is used,make the joints in accordance with Item 462, "Concrete Box Culverts and Storm Drains." 476.4.Measurement.This Item will be measured by the foot between the ends of the pipe or box along the flow line. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2, "Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 476.5. Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Jacking, Boring, or Tunneling Pipe"of the type, size, and class specified, or"Jacking, Boring, or Tunneling Pipe"of the type, size, and design specified, or"Jacking or Tunneling Box Culvert" of the size specified. This price is full compensation for excavation, grouting,backfilling, and disposal of surplus material, furnishing pipe,box, and pipe liner materials required for tunnel operations, preparation,hauling, and installing of pipe,box, and pipe liner materials; and materials,tools, equipment, labor, and incidentals. Protection methods for open excavations deeper than 5 ft. will be measured and paid for as required under Item 402, "Trench Excavation Protection,"or Item 403, "Temporary Special Shoring." ITEM 531 MODIFIED FOR THE CITY OF PEARLAND'S USE ITEM 531 SIDEWALKS 531.1.Description.Construct hydraulic cement concrete sidewalks. 531.2.Materials.Furnish materials conforming to the following: • Item 360,"Concrete Pavement"COP Section 02751 "Concrete Pavement" • Item 420, "Concrete Structures" • Item 421,"Hydraulic Cement Concrete" • Item 440, "Reinforcing Steel." Use Class A concrete or other concrete as specified.Use Grade 8 course aggregate for extruded Class A concrete. Use other grades if approved by the Engineer Construction.Shape and compact subgrade,foundation,or pavement surface to the line,grade,and cross-section shown on the plans.Lightly sprinkle subgrade or foundation material immediately before concrete placement.Hand- s tamp and sprinkle foundation when placement is directly on subgrade or foundation materials.Remove and dispose of existing concrete in accordance with Item 104,"Removing Concrete."COP Section 02220"Site Demolition." Provide a clean surface for concrete placement directly on the surface material or pavement. Mix and place concrete in accordance,with the.pertinent Items.Hand-finishing is allowed for any method of construction.Finish exposed surfaces to a uniform transverse broom finish surface.Curb ramps must include a detectable warning surface and conform to details shown on City of Pearland Standard Details"Miscellaneous." the plans. Install joints as shown on the plans.Brush all exposed surfaces to a smooth and uniform surface.Ensure that abrupt changes in sidewalk elevation do not exceed 1/4 inch,sidewalk cross slope does not exceed 2%,curb ramp grade does not exceed 8.3%,and flares adjacent to the ramp do not,exceed 10%slope.Where a sidewalk crosses a concrete driveway,ensure that the sidewalk depth and reinforcement are not less than the driveway cross- sectional details shown on the plans. Provide finished work with a well-compacted mass,a surface free from voids and honeycomb,and the required true- to-line shape and grade.Cure for at least 72 hr in accordance with Item,420, "Concrete Structures." A. Conventionally Formed Concrete.Provide sidewalk sections separated by premold or board joint of the thickness shown on the plans in lengths greater than 8 ft.but less than 40 ft.,unless otherwise directed. Terminate workday production at an expansion joint. B. Extruded or Slipformed Concrete.Provide any additional surface finishing immediately after extrusion or slipforming as required on the plans.Construct joints at locations as shown on the plans or as directed. 531.3.Measurement.Sidewalks will be measured by the foot or by the square yard of surface area.Curb ramps will be measured by each unit.The unit will consist of the curb ramp,landing,adjacent flares or side curb,and detectable warning surface as shown on the plans. 531.4.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Concrete Sidewalks"of the width(for foot measurement)and of the depth specified or"Curb Ramps"of the type specified.This price is full compensation for surface preparation of base;materials;removal and disposal of existing concrete;excavation,hauling and disposal of excavated material,drilling and doweling into existing concrete curb,sidewalk,and pavement;repair of adjacent street or pavement structure damaged by these operations;and equipment,labor,materials,tools,and incidentals. Sidewalks that cross and connect to concrete driveways or turnouts will be measured and paid for in accordance with Item 530,"Intersections,Driveways,and Turnouts." 17 ADDENDUM NO 2 Revised November 17, 2008 ITEM 610 ROADWAY ILLUMINATION ASSEMBLIES 610.1.Description. • Installation.Furnish, fabricate, and erect roadway illumination assemblies. • Relocation.Remove and relocate existing roadway illumination assemblies. • Removal. Remove existing roadway illumination assemblies. 610.2.Materials. Provide new materials that comply with the details shown on the plans, the requirements of this Item, and the pertinent requirements of the following Items. • Item 441, "Steel Structures" • Item 442, "Metal for Structures" • Item 445, "Galvanizing" • Item 446, "Cleaning and Painting Steel" • Item 449, "Anchor Bolts" • Item 620, "Electrical Conductors." Furnish light fixtures from new materials that comply with DMS-11010, "Roadway Illumination Light Fixtures." Provide light fixtures from manufacturers prequalified by the Department. The Traffic Operations Division maintains a list of prequalified roadway illumination light fixture manufacturers. Provide shop drawings of the complete assembly in accordance with the plans. Hot-dip galvanize fabricated pole sections and associated parts in accordance with Item 445, "Galvanizing."Punch or drill holes in steel parts or members, when allowed,before galvanizing. Paint poles, when shown on the plans, in accordance with Item 446, "Cleaning and Painting Steel." 610.3. Construction. Perform work in accordance with the details shown on the plans and the requirements of this Item. Sample fixtures for testing in accordance with Tex-1110-T Use established industry and utility safety practices when installing,relocating, or removmg poles or luminaires located near overhead or underground utilities. Consult with the appropriate utility company before beginning work. Prevent scarring or marring of the poles, mast arms, and fixtures. Replace damaged components. Repair damaged galvanizing m accordance with Section 445.3.D, "Repairs."Repair damaged painted areas of a roadway illumination assembly in accordance with Item 446, "Cleaning and Painting Steel." Stake, install, and align each roadway illumination assembly as shown on the plans. The Department may shift an assembly's location,if necessary, to secure a more desirable location or to avoid conflict with utilities. A. Installation. Fabricate and install roadway illumination assembly components in accordance with the details, dimensions, and requirements shown on the plans. Do not use screw-in type foundations. Install anchor bolts and coat anchor bolt threads in accordance with Item 449, "Anchor Bolts."Erect structures after foundation concrete has attained its design strength as required on the plans and Item 421, "Hydraulic Cement Concrete."Tighten anchor bolts for poles with shoe bases in accordance with Item 449, "Anchor Bolts."Do not place grout between base plate and foundation. Test mstalled roadway illumination assemblies m accordance with Item 616, "Performance Testing of Lighting Systems." B. Relocation. Relocate roadway illumination assembly components m accordance with the details, dimensions, and requirements shown on the plans. Do not use screw-in type foundations. Install existing structures on new foundations in accordance with Section 610.3.A, "Installation." Do not place grout between base plate and foundation.Test installed roadway illumination assemblies in accordance with Item 616, "Performance Testing of Lighting Systems." Disconnect and remove conductors from abandoned circuits. Remove abandoned conduit or ducts to a point 6 in. below final grade. Reconnect conduit,.ducts, and conductors to be reused. Replace damaged conduit, ducts, and conductors. Unless otherwise shown on the plans,remove abandoned concrete foundations and replace surfacing in accordance with Section 610.3 C, "Removal."Do not remove existing concrete bridge lighting brackets. Furnish and install new internal conductors, fused and unfused connectors, and lamps. Furnish and install new transformer bases that meet AASHTO and plan requirements when relocating transformer base poles. Destroy existing transformer bases to prevent reuse. Accept ownership of unsalvageable materials and dispose of in accordance with federal, state, and local regulations. C. Removal.Remove roadway illumination assembly components in accordance with established industry and utility safety practices. Remove transformer bases from transformer base poles. Remove luminaires and mast arms from the pole shaft. Stockpile pole shafts,mast arms, and assembly hardware at a location designated by the Department. Pole shafts,mast arms, and assembly hardware will remain Department property unless otherwise shown on the plans or directed. Disconnect and remove conductors from abandoned circuits. Remove abandoned conduit and ducts to a point 6 in. below final grade. Destroy existing transformer bases to prevent reuse. Remove abandoned concrete foundations to a point 2 ft.below final grade. Backfill the hole with material that is equal in composition and density to the surrounding area. Replace surfacing matenal with similar matenal to an equivalent condition. Do not remove existing concrete bridge lighting brackets. Accept ownership of unsalvageable materials and dispose of in accordance with federal, state, and local regulations. 610.4.Measurement. This Item will be measured as each roadway illumination assembly installed,relocated, or removed. 610.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit pnce bid for"Install Roadway Illummation Assemblies"of the types specified, "Relocate Roadway Illumination Assemblies"of the types specified, or"Remove Roadway Illumination Assemblies" of the types specified. The Department will pay for electrical energy consumed by the lighting system. New drilled shaft foundations will be paid for under Item 416, "Drilled Shaft Foundations."New concrete riprap placed around foundations will be paid for under Item 432, "Riprap"New conduit will be paid for under Item 618, "Conduit."New conductors, except the conductors mternal to the pole, will be paid for under Item 620, `Electrical Conductors."New duct cable will be paid for under Item 622, "Duct Cable."New ground boxes will be paid for under Item 624, "Ground Boxes."New electrical services will be paid for under Item 628, "Electrical Services." A. Installation.This price is full compensation for furnishing,installing, and testing luminaires, ballasts,poles, lamps, anchor bolts, anchor plates, mternal conductors, and connections; system performance testing; and equipment, labor, tools, and mcidentals. B. Relocation. This price is full compensation for salvaging and relocating the existing conduit, duct cable, and conductors; removing existing foundations, backfillmg, and surface placement; removing, erecting, connecting, and testing illumination assemblies; furnishing and installing new anchor bolts,transformer bases, lamps, connections, and conductors; replacement of damaged components; disposal of unsalvageable material, and equipment, labor, tools, and incidentals. C. Removal.This price is full compensation for removing, salvaging, disassembling, and stockpiling lighting assemblies; salvaging and relocating existing conduit and conductors, removing existing foundations,backfilling and surface placement; splicing existing conductors; disposal of unsalvageable material, and equipment, labor,tools, and incidentals. ITEM 618 CONDUIT 618.1.Description. Furnish and place conduit. 618.2.Materials. Provide new materials that comply with the details shown on the plans,the requirements of this Item, and the pertinent requirements of Item 622, "Duct Cable." When specified in the plans,provide: • rigid metal (RM) conduit that is hot-dip galvanized inside and outside with a minimum of 1.5 oz.per square foot of a zinc coating in accordance with Item 445, "Galvanizing", • electrical metallic tubing(EMT) and intermediate metal conduit(WC)that is steel, galvanized on the outside, and protected on the inside with a suitable corrosion-resistant material, • polyvinyl chlonde(PVC) conduit that meets the requirements of NEMA Standard TC-2, UL 651, and the NEC, • high-density polyethylene(HDPE) conduit without factory-installed conductors that meets the requirements of Item 622, "Duct Cable"; or • flexible conduit that is liquid-tight. Furnish conduit from new materials that comply with DMS-11030, "Conduit." Provide conduit from manufacturers prequahfied by the Department. The Traffic Operations Division maintains a list of prequahfied electrical conduit manufacturers. Unless otherwise shown on the plans, fabncate fittmgs such as junction boxes and expansion joints from a material similar to the connecting conduit. Use watertight fittings. Do not use set screw and pressure-cast fittmgs. Steel compression fittings are permissible.When using HDPE conduit,provide fittings that are UL-listed as electrical conduit connectors or thermally fused using an electrically heated wound wire resistance welding method. Use red 3-in. 4-mil polyethylene underground warning tape that continuously states "Caution Buried Electrical Line Below" 618.3. Construction. Place conduit in accordance with the lines, grades, details, and dimensions shown on the plans or as directed. Install conduit a minimum of 18 in. deep underground unless otherwise shown on the plans.Meet the requirements of the NEC when mstalling conduit. Secure and support conduit placed for concrete encasement in such a manner that the alignment will not be disturbed during placement of the concrete. Cap ends of conduit and close box openings before concrete is placed. Ream conduit to remove burrs and sharp edges.Use a standard conduit cutting die with a 3/4-in. taper per foot when conduit is threaded in the field. Fasten conduit placed on structures with conduit straps or hangers as shown on the plans or as directed. Fasten conduit within 3 ft. of each box or fitting and at other locations shown on the plans or as directed. Use metal conduit clamps that are galvanized malleable or stainless steel unless otherwise shown on the plans. Use 2-hole type clamps for 2-in. diameter or larger conduit. Fit PVC and HDPE conduit terminations with bushings or bell ends. Fit metal conduit terminations with a grounding type bushing, except conduit used for duct cable casing that does not terminate in a ground box and is not exposed at any point. Conduit terminating in threaded bossed fittings does not need a bushing. Prior to installation of conductors or final acceptance, pull a spherical template havmg a diameter of at least 75% of the mside diameter of the conduit through the conduit to ensure that the conduit is free from obstruction. Cap or plug empty conduit placed for future use. Perform trench excavation and backfilling as shown on the plans or as directed and in accordance with Item 400, "Excavation and Backfill for Structures."Excavation and backfilling will be subsidiary to the installation of the conduit. Jack and bore as shown on the plans or as directed, and in accordance with Item 476, "Jacking, Boring, or Tunneling Pipe." Place warning tape approximately 10 in. above trenched conduit. Where existing surfacing is removed for placing conduit,repair by backfilling with material equal m composition and density to the surrounding areas and by replacing any removed surfacing, such as asphalt pavement or concrete nprap, with like matenal to equivalent condition. Mark conduit locations as directed. 618.4.Measurement.This Item will be measured by the foot of conduit. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2, "Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 618.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Conduit"of the type and size specified and the installation method specified as applicable.This price is full compensation for furnishing and installing conduit;hanging, strapping,jacking,boring,tunneling, excavating, and furnishing and placing backfill,replacing pavement structure, sod,riprap,curbs, or other surface;marking location of conduit(when required); furnishing and installing fittings, junction boxes, and expansion joints; and equipment,labor,tools and incidentals. Flexible conduit will not be paid for directly but will be subsidiary to pertinent Items. Unless otherwise shown on the plans,no payment will be allowed under this Item for conduit used on electrical services or in foundations. ITEM 620 ELECTRICAL CONDUCTORS 620.1.Description.Furnish and place electrical conductors, except conductors specifically covered by other Items. 620.2. Materials.Provide new materials that comply with the details shown on the plans and the requirements of this Item. Use stranded insulated conductors that are rated for 600 volts, approved for wet locations; and marked m accordance with UL,NEC, and CSA requirements. Furnish electrical conductors in accordance with DMS-11040, "Electrical Conductors." Provide electrical conductors from manufacturers prequalified by the Department. The Traffic Operations Division mamtains a list of prequalified electrical conductor manufacturers. Ensure that all grounding conductors size AWG No. 8 and larger are stranded, except for the grounding electrode conductor, which will be a solid conductor Use white insulation for grounded (neutral) conductors, except that grounded conductors AWG No 8 and larger may be black with white tape marking at every accessible location. Do not use white insulation or marking for any other conductor except control wiring specifically shown on the plans. Ensure that insulated grounding conductors are green except that insulated grounding conductors AWG No. 8 and larger may be black with green tape marking at every accessible location. Do not use green insulation or marking for any other conductor except control wiring specifically shown on the plans. 620.3. Construction. Splice conductors only injunction boxes, ground boxes, and transformer bases, and in poles and structures at the hand holes. Splice as shown on the plans. Do not exceed the manufacturer's recommended pulling tension. Use lubricant as recommended by the manufacturer Install conductors in accordance with the NEC. Make insulation resistance tests on the conductors prior to making final connections, and ensure that each continuous run of insulated conductor has a minimum DC resistance of 5 megohms when tested at 1,000 volts DC. The Engineer may require verification testing of all or part of the conductor system. The Engineer will witness these verification tests. Replace conductors exhibiting an insulation resistance of less than 5 megohms. 620.4.Measurement.This Item will be measured by the foot of each single conductor This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2, "Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 620.5. Payment. The work performed and materials furnished m accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for`Electrical Conductors"of the types and sizes specified. This price is full compensation for furnishing, installmg, and testing electrical conductors and for equipment, labor, tools, and incidentals, except that: • conductors used in connecting the components of electncal services will be paid for under Item 628, "Electncal Services", • conductors inside roadway illumination assemblies will be paid for under Item 610, "Roadway Illumination Assemblies", and • conductors used for internal winng of equipment will not be paid for directly but will be subsidiary to pertinent Items. ITEM 621 TRAY CABLE 621.1.Description. Furnish and install tray cable. 621.2. Materials. Provide new materials that comply with the details shown on the plans and meet the following requirements. • Provide bare concentric-stranded soft annealed copper conductors. • Provide individually insulated conductors with XHHW insulation and an overall polyvinyl chloride (PVC)jacket. • Provide 3-conductor cables with black, white, and green insulation colors. • Provide 4-conductor cable with black,white, green, and red insulation colors. • Clearly and durably mark the outer surface of the jacket at 2-ft. maximum intervals by indent printing to show the insulation type,rating, and manufacturer • Assemble round conductors and provide nonhygroscopic filler to prevent flattemng of cable. • Ensure cable is suitable for use outdoors,under exposure to ultraviolet light, and in wet locations. Furnish tray cable from new matenals that comply with DMS-11050, "Tray Cable." Provide tray cable from manufacturers prequalified by the Department. The Traffic Operations Division maintains a list of prequalified tray cable manufacturers. 621.3. Construction. Provide an additional 5 ft. of cable coiled in each ground box when installing cable m underground conduit. Splice tray cable only at locations shown on the plans. Obtain the Engineer's written approval for each splice. Ensure that allowed splices are watertight. Test the cables after installation and prior to any connection to the cables. Remove and replace cable testing at less than 50 megohms insulation resistance at 500 volts. 621.4. Measurement.This Item will be measured by the foot of tray cable. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2, "Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 621.5. Payment. The work performed and materials funushed in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Tray Cable" of the types and sizes specified. This price is full compensation for furnishing and installing materials and for equipment, labor, tools, and incidentals. ITEM 624 GROUND BOXES 624.1.Description. Construct, furnish, and install ground boxes complete with lids. 624.2. Construction and Materials.Provide new materials that comply with the details shown on the plans and meet the following requirements • Construct cast-in-place concrete ground boxes and aprons in accordance with Item 421, "Hydraulic Cement Concrete," and Item 440, "Reinforcing Steel." • Provide fabricated precast polymer concrete ground boxes, and precast concrete ground boxes that comply with DMS-11070, "Ground Boxes." • Construct a concrete apron, when shown on the plans, in accordance with Item 421, "Hydraulic Cement Concrete," and Item 440, "Reinforcing Steel." Provide ground boxes from manufacturers prequalified by the Department. The Traffic Operations Division maintains a list of prequalified ground box manufacturers. 624.3. Measurement. This Item will be measured by each ground box complete in place. 624.4. Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit pnce bid for"Ground Boxes"of the types and sizes specified. This price is full compensation for excavating and backfilling; constructmg, furnishing, and installing the ground boxes and concrete aprons when required, and equipment, labor,materials, tools, and mcidentals. ITEM 628 ELECTRICAL SERVICES 628.1. Description. • Installation.Furnish and install complete and independent points of electrical service. • Removal.Remove electrical services. 628.2. Materials. Provide materials that comply with the details shown on the plans, the requirements of this Item, and the pertinent requirements of the following Items. • Item 441, "Steel Structures" • Item 445, "Galvanizing" • Item 449, "Anchor Bolts" • Item 618, "Conduit" • Item 620, "Electrical Conductors" • Item 627, "Treated Timber Poles" • Item 656, "Foundations for Traffic Control Devices." For the mstallation of electrical services,use new materials that meet the requirements of the NEC, UL, CSA, and NEMA, and that comply with DMS-11080, `Electrical Services." Furnish electrical services from manufacturers prequalified by the Department. The Traffic Operations Division maintains a list of prequahfied electrical service manufacturers. 628.3. Construction. Perform work in accordance with the details shown on the plans and the requirements of this Item. A. Installation. Ensure components of the electrical service meet the requirements of the Electrical Detail Standards. Follow NEC and local utility company requirements when mstalhng the electrical equipment. Coordinate the utility companies' work for providing service. B. Removal. Coordinate removal with the appropriate utility company before beginning work. Before the removal of the electrical service, disconnect and isolate any existing electrical service equipment in accordance with the utility company's requirements. Use established industry and utility safety practices while removing electrical service equipment near any overhead utilities. Remove existing electrical service support a minimum of 2 ft. below finish grade unless otherwise shown on the plans. Repair the remammg hole by backfilhng with material equal in composition and density to the surroundmg area. Replace any surfacing such as asphalt pavement or concrete nprap with like material to equivalent condition. Disconnect conductors and remove them from the conduit or duct. Cut off all protruding conduit or duct 6 in.below finish grade. Abandoned conduit or duct need not be removed unless shown on the plans. Reconnect duct cable, conductors, and conduit to be reused when shown on the plans. Make all splices m ground boxes unless otherwise shown on the plans. Accept ownership of unsalvageable materials, and dispose of them in accordance with federal, state, and local regulations. 628.4.Measurement.This Item will be measured by each electrical service installed or removed. 628.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Electrical Services" of the types specified or"Remove Electncal Services." A. Installation. This price is full compensation for paying all fees,permits, and other costs, making arrangements with the utility company for all work and materials provided by the utility company; furnishing, installing, and connecting all components including poles, service supports, foundations, anchor bolts,nprap, enclosures, switches,breakers, conduit (from the service equipment including the elbow below ground), fittings, conductors (from the service equipment including the elbow below ground),brackets,bolts, hangers, and hardware; and equipment, labor,tools, and incidentals. Costs for utility-owned power line extensions, connection charges,meter charges, and other charges will be paid for by the Department in accordance with Article 9.5, "Force Account."The Department will reimburse the contractor only the amount billed by the utility No additional amount for supervision of the utility's work will be paid. B. Removal.This price is full compensation for coordinating with the utility company to disconnect and isolate the electrical service; removing the service supports;backfilling holes, and equipment, labor, tools, and incidentals. ITEM 636 ALUMINUM SIGNS 636.1.Description. • Installation.Furnish, fabricate, and erect aluminum signs. Sign supports are provided for under other Items. • Replacement.Replace existing signs on existing sign supports. • Refurbishing.Refurbish existing aluminum signs on existing sign supports. 636.2. Materials. A. Sign Blanks.Furnish sign blank substrates m accordance with DMS-7110, "Aluminum Sign Blanks," and in accordance with the types shown on the plans.Use single-piece sheet- aluminum substrates for Type A(small) signs and extruded aluminum substrates for Type G (ground-mounted) or Type 0 (overhead-mounted) signs. B. Sign Face Reflectorization. Reflectorize the sign faces with flat surface reflective sheeting. Furnish sheeting that meets DMS-8300, "Sign Face Matenals."Use reflective sheeting from the same manufacturer for the entire face of a sign. C. Sign Messages.Fabricate sign messages to the sizes,types, and colors shown on the plans. Use sign message material from the same manufacturer for the entire message of a sign. • Ensure that the screened messages have clean, sharp edges and exhibit uniform color and reflectivity Prevent runs, sags, and voids. Furnish screen inks in accordance with DMS-8300 • Fabricate colored, transparent film legend and reflectorized sheeting legend from materials that meet DMS-8300 • Fabricate nonreflectonzed-sheetmg legend from materials that meet DMS-8300 • Furnish Type A aluminum signs required as part of a message in conformance with the plans and m accordance with this Item. D. Hardware.Use galvanized steel, stainless steel, or dichromate-sealed aluminum for bolts, nuts, washers, lock washers, screws, and other sign assembly hardware. Use plastic or nylon washers to avoid teanng the reflective sheeting. Furnish steel or aluminum products in accordance with DMS-7120, "Sign Hardware." When dissimilar metals are used, select or insulate metals to prevent corrosion. E. Sampling. The Engineer will sample in accordance with Tex-726-I. 636.3. Construction. A. Fabrication. 1. Sign Blanks. Furnish sign blanks to the sizes and shapes shown on the plans and that are free of buckles, warps,burrs, dents, cockles, or other defects. Do not splice individual extruded aluminum panel. Complete the fabncation of sign blanks, including the cutting and drilling or punching of holes,before cleaning and degreasing. After cleaning and degreasing, ensure that the substrate does not come into contact with grease, oils, or other contaminants before the application of the reflective sheeting. 2. Sheeting Application.Apply sheeting to sign blanks in conformance with the recommended procedures of the sheeting manufacturer Clean and prepare the outside surface of extruded aluminum flanges in the same manner as the sign panel face. Minimize the number of splices in the sheeting. Overlap the lap-splices by at least 1/4 in. Use butt splices for Type D and Type E reflective sheeting. Provide a 1-ft.minimum dimension for any piece of sheeting. Do not splice sheeting for signs fabricated with transparent screen inks or colored transparent films. 3. Sign Assembly. Assemble extruded aluminum signs in accordance with the details shown on the plans. Sign face surface variation must not exceed 1/8 in. per foot. Surface misalignment between panels in multi-panel signs must not exceed 1/16 in. at any point. 4. Decals. Code and apply sign identification decals in accordance with Item 643, "Sign Identification Decals." B. Storage and Handling. Ship,handle, and store completed sign blanks and completed signs so that corners, edges, and faces are not damaged. Damage to the sign face that is not visible when viewed at a distance of 50 ft.,night or day, will be acceptable. Replace unacceptable signs. Store all fimshed signs off the ground and in a vertical position until erected. Store finished signs 60 in. by 60 in. or smaller in a weatherproof building. Larger signs maybe stored outside. C. Cleaning.Before shop inspection, wash completed signs with a biodegradable cleaning solution acceptable to the manufacturers of the sheeting, colored transparent film, and screen ink to remove grease, oil, dirt, smears, streaks, finger marks, and other foreign matenal. Wash again before final inspection after erection. D. Installation. Install signs as shown on the plans or as directed. E. Replacement.Remove the existing signs from the existing supports and replace with new signs,including mounting hardware, as shown on the plans. F. Refurbishing.Refurbish existing signs by providing and installing new messages and mounting hardware. Install new reflectorized legend and supplemental signs as shown on the plans. G. Unsalvageable Material.Accept ownership of unsalvageable matenals and dispose of in accordance with federal, state, and local regulations. 636.4 Measurement. Signs installed or replaced will be measured by the square foot of the sign face. Signs refurbished will be measured by each sign. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2, "Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 636.5 Payment. The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Aluminum Signs," "Replacing Existing Aluminum Signs,"or"Refurbishing Aluminum Signs," of the type specified. A. Installation.This price is full compensation for furnishing and installing new signs and hardware; fabrication of sign panels,treatment of sign panels required before application of • the background materials, application of the background materials and messages to the sign panels; furnishing and fabricating frames, wind beams, stiffeners, or required joint backing strips, furnishing bolts,rivets, screws, fasteners, clamps,brackets, and sign support connections; assembling and erecting the signs, preparing and cleamng the signs; and equipment, materials, labor, tools, and incidentals. B. Replacement. This price is full compensation for furnishing and installing new aluminum signs and hardware;removal of existing signs; fabrication of sign panels; treatment of sign panels required before application of the background materials; application of the background matenals and messages to the sign panels, furnishing and fabricating frames, wind beams, stiffeners, or required joint backing strips, furnishing bolts,nvets, screws, fasteners, clamps,brackets, and sign support connections, assembling and erecting the signs; preparing and cleaning the signs; salvaging and disposing of unsalvageable material, and equipment, materials, labor, tools, and incidentals. C. Refurbishing. This price is full compensation for modifying existing sign messages, removing and replacing existing.route markers, reflectorized legend, or supplemental signs attached to the parent sign,preparing and cleaning the signs; furnishing sheeting and hardware; salvaging and disposing of unsalvageable material, and equipment,materials, labor,tools, and incidentals. ITEM 644 SMALL ROADSIDE SIGN SUPPORTS AND ASSEMBLIES 644.1.Description. • Installation.Furnish, fabricate, and erect small roadside sign assemblies consistmg of the signs, sign supports, foundations, and associated mounting hardware. • Relocation.Relocate existing small roadside sign assemblies, and furnish and fabricate materials as required. • Removal. Remove existing small roadside sign assemblies. 644.2.Materials.Furnish all materials unless otherwise shown on the plans. Furnish only new materials. Furnish and fabricate materials in accordance with the followmg Items and with details shown on the plans: • Item 421, "Hydraulic Cement Concrete" • Item 440, "Remforcing Steel" • Item 441, "Steel Structures" • Item 442, "Metal for Structures" • Item 445, "Galvanizing" • Item 634, "Plywood Signs" • Item 636, "Aluminum Signs" • Item 643, "Sign Identification Decals" • Item 656, "Foundations for Traffic Control Devices." Use galvanized steel, stainless steel, dichromate sealed aluminum, or other materials shown on the plans for pipe,bolts,nuts,washers, lock washers, screws, and other sign assembly hardware. When dissimilar metals are used, select or insulate the metals to prevent corrosion. 644.3. Construction.Install foundations in accordance with Item 656, "Foundations for Traffic Control Devices." Plumb sign supports. Do not spring or rake posts to secure proper alignment. Use established safety practices when working near underground or overhead utilities. Consult the appropriate utility company before beginning work. A. Fabrication.Fabricate sign supports in accordance with Item 441, "Steel Structures."Ensure that all components fit properly Verify the length of each post for each sign before fabrication to meet field conditions and sign-mounting heights shown on the plans. Galvanize fabricated parts m accordance with Item 445, "Galvanizing."Punch or drill any holes in steel parts or members before the parts or members are galvanized. Repair any steel part or member on which the galvanizmg has been damaged during assembly,transit, erection, or welding in accordance with Section 445.3.D,"Repairs." B. Installation. Locate sign supports as shown on the plans,unless directed to shift the sign supports within design guidelines to secure a more desirable location or to avoid conflict with utilities and underground appurtenances. Stake sign-support locations for verification by the Engineer Install stub posts of the type, spacing, orientation, and projection shown on the plans. Remove and replace posts damaged during installation at the Contractor's expense. Connect the upper post sections to the stub post sections as shown on the plans. Torque connection bolts as shown on the plans. Attach signs to support assemblies in accordance with the plans and pertinent Items. C. Relocation. Unless otherwise shown on the plans,reuse the existing supports and shorten or lengthen them as required. Obtain approval before lengthening existing supports. Furnish and install new breakaway stub posts in new foundations for relocated signs. Erect the supports on the new breakaway stub posts, and attach the signs to the supports. Attach signs to support assemblies in accordance with the plans and pertinent Items. Remove existing foundations to be abandoned m accordance with Section 644.3.D, "Removal." D. Removal.Remove existing concrete foundations that are to be abandoned to 2 ft.below finish grade. Backfill the remaining hole with material equal in composition and density to the surrounding area. Replace any surfacing with like material to equivalent condition. E. Handling and Storage.Handle and store existing signs or portions of signs removed so that they are not damaged. Prevent any damage to the various sign assembly components. Replace any portion of the sign damaged by the Contractor designated for reuse or salvage, including messages removed. Stockpile all removed sign components that will be reused or that become the property of the Department at designated locations. Accept ownership of unsalvageable materials, and dispose of them in accordance with federal, state, and local regulations. F. Cleaning. After the sign has been installed,wash the entire sign with a biodegradable cleaning solution acceptable to the sheeting and screen ink manufacturers to remove dirt, grease, oil smears, streaks, finger marks, and other foreign materials. 644.4. Measurement. This Item will be measured as each small roadside assembly installed, removed, or relocated. 644.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Install Small Roadside Sign Supports and Assemblies"of the type specified, "Relocate Small Roadside Sign Supports and Assemblies" of the type specified, or"Remove Small Roadside Sign Supports and Assemblies." A. Installation. This pnce is full compensation for furnishing, fabncating, galvanizing, and erecting the supports; constructing foundations including concrete (when required), furnishing complete signs mcluding sign connections and all hardware; attaching the signs to the supports, washing and cleaning the signs, and equipment,materials, labor, tools, and incidentals. B. Relocation. This pnce is full compensation for furnishing and installing new breakaway stubs and new sign supports (when required); constructing foundations including concrete (when required), removing existing signs and related materials;new signs (when required); modifying existing sign supports,reinstallation of signs and sign assemblies; preparing and cleaning; salvaging; disposal of unsalvageable matenal, hauling, excavating,backfilling, and surface placement; new hardware; and equipment, materials, labor, tools, and incidentals. C. Removal. This pnce is full compensation for removing existing sign assemblies and related materials; salvaging; disposal of unsalvageable material,hauling, excavating,backfilhng, and surface placement; and equipment,materials, labor, tools, and incidentals. ITEM 656 FOUNDATIONS FOR TRAFFIC CONTROL DEVICES 656.1. Description. Construct concrete foundations for small roadside signs,traffic signal controllers,pedestal poles,roadside flashing beacon assemblies, and other small traffic control devices. 656.2.Materials.Ensure materials and construction methods conform to the requirements of this Item and the pertinent requirements of the following Items: • Item 400, "Excavation and Backfill for Structures" • Item 416, "Drilled Shaft Foundations" • Item 420, "Concrete Structures" • Item 421, "Hydraulic Cement Concrete" • Item 432, "Riprap" • Item 440, "Reinforcing Steel" • Item 441, "Steel Structures" • Item 442, "Metal for Structures" • Item 445, "Galvanizing" • Item 447, "Structural Bolting" • Item 449, "Anchor Bolts" • Item 618, "Conduit." Use Class A concrete for nonreinforced drilled shafts. Use Class C concrete for reinforced drilled shafts. Use Class B concrete or polymer concrete composed of borosilicate glass fiber, catalyzed polyester resin, and aggregate for traffic signal controller foundations. Use drilled shaft or galvanized steel screw-in type foundations for roadside flashing beacon assemblies. Use reinforcing steel when required. 656.3. Construction. Stake and install foundations as shown on the plans. The Department may shift the foundation locations within design guidelines where necessary to secure a more desirable location or to avoid conflict with utilities. Use established industry and utility safety practices when working near underground or overhead utilities. Consult the appropriate utility prior to beginning work. Hold anchor bolts in place with templates during concrete placement. Hold embedded items such as conduit or other hardware in place during concrete placement with templates or other approved means. Cap conduits before placing concrete. Ream conduit to remove buns and sharp edges. Install bell ends or bushings on the conduit. Carefully align foundation,posts, and anchor bolts. Do not spnng or rake posts or anchor bolts. Remove the top template after concrete has achieved initial set. Keep forms and other bracing intact until the concrete has cured at least one curing day Allow concrete for pedestal poles and roadside flashing beacon assemblies to cure at least 7 days before placmg bases and poles on the foundation unless otherwise permitted in wntmg. Allow concrete for traffic signal controller foundations and small roadside signs to cure at least 4 days before placing cabinets and posts on the foundation unless otherwise permitted. Provide an ordinary surface finish to the concrete foundation extending above ground in accordance with Section 420 4.M, "Ordinary Surface Finish." Place concrete nprap around the foundation in accordance with the plans. Backfill disturbed surface with material equal in composition and density to the surrounding area. Replace surfacing matenal with similar matenal to an equivalent condition. 656.4.Measurement and Payment.The work performed,matenals furmshed, equipment, labor,tools, and mcidentals will not be measured or paid for directly,but will be subsidiary to pertinent Items. ITEM 666 REFLECTORIZED PAVEMENT MARKINGS 666.1.Description.Furnish and place reflectorized pavement markings. 666.2.Materials. A. Type I Marking Materials. Furnish in accordance with DMS-8220, "Hot Applied Thermoplastic." B. Type II Marking Materials.Furnish in accordance with DMS-8200, "Traffic Paint." C. Glass Traffic Beads. Furnish drop-on glass beads conforming to DMS-8290, "Glass Traffic Beads." 1. Type I Markings. Furnish Type III drop-on glass beads. Furnish Type II or double-drop of Type II and Type III drop-on glass beads where each type bead is applied separately in equal portions (by weight), only when specified in the plans. When furnishing a double- drop system, apply the Type III beads before applying the Type II beads. 2. Type II Markings. Furnish Type III drop-on glass beads or other beads specified on the plans. D. Labeling.Use clearly marked containers that indicate color,mass,material type, manufacturer, and batch number 666.3. Equipment. A. General Requirements.Use equipment that: • is maintained in satisfactory condition, • meets or exceeds the requirements of the National Board of Fire Underwriters and the RRC for this application, • uses an automatic bead dispenser attached to_the pavement marking equipment, and • can provide contmuous mixing and agitation of the pavement marking material. Provide a hand-held thermometer capable of measuring the temperature of the marking material when applying Type I material. B. Material Placement Requirements.Use equipment that can place: • at least 40,000 ft. of 4-m. solid or broken markings per day at the specified thickness, • linear markings up to 8 m. wide in a single pass; • markings other than solid or broken lines; • a center-line and no-passing barrier-line configuration consisting of 1 broken line with 2 solid lines at the same time to the alignment, spacing, and thickness shown on the plans, for 3-1ine application, • white line from both sides; • lines with clean edges,uniform cross section and thickness, and reasonably square ends, • skip lines between 10 and 10-1/2 ft., an approximate stripe-to-gap ratio of 1 to 3, and a stripe-gap cycle between 39-1/2 ft. and 40-1/2 ft., automatically; • beads uniformly and almost instantly on the marking as the marking is being applied, • beads uniformly during the application of all lines (each line must have an equivalent bead yield rate and embedment), and • double-drop bead applications using both Type II and Type III beads from separate independent bead applicators, if double-drop bead application is used. 666.4. Construction.Place markings before opening to traffic unless short-term or work zone markings are allowed. A. General. Obtain approval for the sequence of work and estimated daily production. On roadways already open to traffic,place markings with minimal interference to the operations of that roadway Use traffic control as shown on the plans or as approved. Protect all markings placed under open-traffic conditions from traffic damage and disfigurement. Establish guides to mark the lateral location of pavement markings as shown on the plans or as directed, and have guide locations verified. Use material for guides that will not leave a permanent mark on the roadway Apply markings on pavement that is completely dry and passes the following tests. • Type I Marking Application—Place a sample of Type I marking material on a piece of tarpaper placed on the pavement. Allow the material to cool to ambient temperature, and then inspect the underside of the tarpaper in contact with the pavement. Pavement will be considered dry if there is no condensation on the tarpaper • Type II Marking Application—Place a 1-sq ft. piece of clear plastic on the pavement, and weight down the edges. The pavement is considered dry if, when inspected after 15 min., no condensation has occurred on the underside of the plastic. Apply markings. • that meet the requirements of Tex-828-B, • using widths and colors shown on the plans, • at locations shown on the plans, • in proper alignment with the guides without deviating from the alignment more than 1 in. per 200 ft of roadway or more than 2 in. maximum, • without abrupt deviations, • free of blisters and with no more than 5%by area of holes or voids, • with uniform cross section and thickness, • with clean and reasonably square ends, • that are reflectonzed, and • using personnel skilled and experienced with installation of pavement markings. Remove all applied markings that are not in alignment or sequence as stated in the plans or as stated in the specifications at the Contractor's expense in accordance with Item 677, "Eliminating Existing Pavement Markings and Markers," except for measurement and payment. B. Surface Preparation. Unless otherwise shown on the plans,prepare surfaces in accordance with this section. 1. Cleaning for New Asphalt Surfaces and Retracing of All Surfaces.For new asphalt surfaces (less than 3 years old) and retracing of all surfaces, air-blast or broom the pavement surface to remove loose material,unless otherwise shown on the plans. A sealer for Type I markings is not required unless otherwise shown on the plans. 2. Cleaning for Old Asphalt and Concrete Surfaces (Excludes Retracing). For old asphalt surfaces (more than 3 years old) and all concrete surfaces, clean in accordance with Item 678, "Pavement Surface Preparation for Markings,"to remove curing membrane, dirt, grease, loose and flaking existing construction markings, and other forms of contamination. 3. Sealer for Type I Markings.For asphalt surfaces more than 3 years old or for concrete, apply a pavement sealer before placing Type I markings on locations that do not have existing markings, unless otherwise approved. The pavement sealer maybe either a Type II marking or an acrylic or epoxy sealer unless otherwise shown on the plans. Follow the manufacturer's directions for application of acrylic or epoxy sealers. When the sealer becomes dirty after placement, clean by washing or in accordance with Section 666 4.B 1, "Cleaning for New Asphalt Surfaces and Retracing of All Surfaces," as directed. Place the sealer in the same configuration and color(unless clear) as the Type I markings unless otherwise shown on the plans. C. Application.Apply markings during good weather unless otherwise directed. If markings are placed at Contractor option when inclement weather is impending and the markings are damaged by subsequent precipitation,the Contractor is responsible for all costs associated with replacmg the markings if required. 1. Type I Markings. Place the Type I marking after the sealer cures. Apply within the temperature limits recommended by the material manufacturer If during a spray application, operations cease for 5 mm. or longer, flush the spray head by spraying marking material into a pan or similar container until the material being applied is at the recommended temperature. Apply on clean, dry pavements passing the moisture test described in Section 666 4.A, "General," and with a surface temperature above 50°F when measured in accordance with Tex-829-B Apply Type I markings with a minimum thickness of: • 0 100 m. (100 mils) for new markings and retracing water-based markings on surface treatments involving Item 316, "Surface Treatments," or Item 318, "Hot Asphalt- Rubber Surface Treatments," • 0 060 in. (60 mils) for retracing on thermoplastic pavement markings, or • 0 090 in. (90 mils) for all other Type I markings. The maximum thickness for Type I markings is 0 180 in. (180 mils) Measure thickness for markings in accordance with Tex-854-B using the tape method. 2. Type II Markings.Apply on surfaces with a minimum surface temperature of 50°F Apply at least 20 gal. per mile on concrete and asphalt surfaces and at least 22 gal.per mile on surface treatments for a solid 4-in. line. Adjust application rates proportionally for other widths. When Type II markings are used as a sealer for Type I markings, apply at least 15 gal.per mile using Type II drop-on beads. 3. Bead Coverage.For Type I and Type II markings, provide a uniform distribution of beads across the surface of the stnpe,with 40 to 60%bead embedment. D. Performance Period. All markings and replacement markings must meet the requirements of Tex-828-B for at least 30 calendar days after installation. Unless otherwise directed, remove pavement markings that fail to meet requirements, and replace at the Contractor's expense. Replace failing markings within 30 days of notification. 666.5.Measurement. This Item will be measured by the foot;by each word, symbol, or shape; or by any other umt shown on the plans. Each stripe will be measured separately This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. Acrylic or epoxy sealer, or Type II markings when used as a sealer for Type I markings,will be measured by the foot;by each word, symbol, or shape; or by any other unit shown on the plans. 666.6. Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Pavement Sealer" of the size specified or"Reflectorized Pavement Markings" of the type and color specified and the shape,width, size, and thickness(Type I markings only) specified as applicable.This price is full compensation for materials, application of pavement markings, equipment, labor,tools, and mcidentals. Surface preparation of new concrete and asphalt concrete pavements more than 3 years old, where no stripe exists,will be paid for under Item 678, "Pavement Surface Preparation for Markings." Surface preparation of all other asphalt and old concrete pavement, except for sealing, will not be paid for directly but is subsidiary to this Item. Work-zone pavement markings (Type II, paint and beads)used as a sealer for Type I markings (thermoplastic)will be paid for under Item 662, "Work Zone Pavement Markings." If the Engineer requires that markings be placed in inclement weather,repair or replacement of markings damaged by the inclement weather will be paid for in addition to the original plans quantity ITEM 672 RAISED PAVEMENT MARKERS 672.1. Description. Furnish and install raised pavement markers. 672.2.Materials. A. Markers.Furnish raised pavement markers meeting the requirements of the following Department Matenal Specifications • Jiggle Bar Tile.DMS-4100, "Jiggle Bar Tile,"types I-A, II-A-A,,W, and Y • Reflectorized Pavement Markers. DMS-4200, "Pavement Markers (Reflectorized)," types I-A, I-C, I-R, II-A-A, and II-C-R. • Traffic Buttons.DMS-4300, "Traffic Buttons,"types I-A, I-C, I-R, II-A-A, II-C-R,W, and Y Round or oval unless otherwise specified in the plans. • Plowable Reflectorized Pavement Markers. DMS-4210, "Pavement Markers (Plowable Reflectorized),"types I-A, I-C, I-R, II-A-A, and II-C-R. The following are descriptions for each type of raised pavement marker • Type I-A. Type I-A must contain an approach face that retro-reflects amber light.The body, other than the retro-reflective face must be yellow • Type I-C.Type I-C must contain an approach face that retro-reflects white light. The body, other than the retro-reflective face must be white or silver-white. • Type I-R. Type I-R must contam a trailing face that retro-reflects red light. The body, other than the retro-reflective face must be white or silver-white. • Type II-A-A. Type II-A-A must contain two retro-reflective faces (approach and trailing) each that retro-reflect amber light. The body, other than the retro-reflective faces,must be yellow • Type II-C-R. Type II-C-R must contam two retro-reflective faces, an approach face that retro-reflects white light and a trailing face that retro-reflects red light. The body,other than the retro-reflective faces,must be white or silver-white. • Type W. Type W has a white body and no reflective faces. • Type Y Type Y has a yellow body and no reflective faces. B. Adhesives. Furnish adhesives that conform to the following requirements: • DMS-6100, "Epoxies and Adhesives." • DMS-6130, "Bituminous Adhesive for Pavement Markers." C. Sampling. The Engineer will sample m accordance with Tex-729-I. 672.3. Construction.Remove existing raised pavement markers in accordance with Item 677, "Eliminating Existing Pavement Markings and Markers" (except for measurement and payment) Furnish raised pavement markers for each class from the same manufacturer Place raised pavement markers on the new asphaltic concrete surface or surface treatment only after the new surface has aged at least 14 days. When shown on the plans, prepare all surfaces in accordance with Item 678, "Pavement Surface Preparation for Markings."Ensure that the bond surfaces are free of dirt, cunng compound, grease, oil,moisture, loose or unsound pavement markings, and any other matenal that would adversely affect the adhesive bond. Establish pavement markmg guides to mark the lateral location of raised pavement markers as shown on the plans and as directed. Do not make permanent marks on the roadway for the guides. Place raised pavement markers in proper alignment with the guides. Acceptable placement deviations are shown on the plans. Remove raised pavement markers placed out of alignment or sequence, as shown on the plans or stated in this specification, at Contractor's expense,in accordance with Item 677, `Eliminating Existing Pavement Markings and Markers"(except for measurement and payment) Use the following adhesive materials for placement of raised pavement markers unless otherwise shown on the plans • epoxy adhesive for plowable reflectorized pavement markers. • bituminous adhesive for jiggle bar tile; reflectorized pavement markers described in DMS-4200, "Pavement Markers (Reflectonzed)", and traffic buttons on bituminous pavements. • epoxy adhesive for jiggle bar tile, reflectonzed pavement markers described in DMS-4200, and traffic buttons on hydraulic cement concrete pavements. Apply adhesives in sufficient quantity to • ensure that 100% of the bonding area of raised pavement markers is m contact with the adhesive, and • ensure that raised pavement markers, except for plowable markers, are seated on a continuous layer of adhesive and not in contact with the pavement surface. Apply adhesives in accordance with manufacturer's recommendations unless otherwise required by this Article. Apply bituminous adhesive only when pavement temperature and raised pavement marker temperature are 40°F or higher Do not heat bituminous adhesive above 400°F Agitate bituminous adhesive to ensure even heat distribution. Machine-mix epoxy adhesive. Furnish raised pavement markers free of rust, scale, dirt, oil, grease,moisture, and contaminants that might adversely affect the adhesive bond. Place raised pavement markers immediately after the adhesive is applied and ensure proper bonding. Do not use adhesives or any other material that impairs the functional retro-reflectivity of the raised pavement markers. 672.4. Measurement. This Item will be measured by each raised pavement marker This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2, "Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments are required. 672.5.Payment. The work performed and matenals furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Jiggle Bar Tile,""Reflectonzed Pavement Marker," "Traffic Button," or"Plowable Reflectonzed Pavement Marker"of the types specified. This price is full compensation for removing existing markers; furnishing and installing raised pavement markers, and equipment,materials, labor,tools, and incidentals. ITEM 680 INSTALLATION OF HIGHWAY TRAFFIC SIGNALS 680.1.Description. Install highway traffic signals. 680.2.Materials. Ensure electrical matenals and construction methods conform to the current NEC and additional local utility requirements. Furnish new materials. Ensure all materials and construction methods conform to the details shown on the plans, the requirements of this Item, and the pertinent requirements of the following Items • Item 610, "Roadway Illumination Assemblies" • Item 625, "Zinc-Coated Steel Wire Strand" • Item 627, "Treated Timber Poles" • Item 634, "Plywood Signs" • Item 636, "Aluminum Signs" • Item 656, "Foundations for Traffic Control Devices." Provide controller assemblies that meet the requirements of DMS-11170, "Traffic Signal Controller Assembly," and the details shown on the plans. Provide controller assemblies from manufacturers prequalified by the Department. The Traffic Operations Division maintains a list of prequalified controller assembly manufacturers. Provide flasher assemblies that meet the requirements of DMS-11160, "Flasher Controller Assembly," and the details shown on the plans. Provide flasher assemblies from manufacturers prequalified by the Department. The Traffic Operations Division maintains a list of prequalified flasher assembly manufacturers. Sampling and testing of traffic signal controller assemblies will be done in accordance with Tex-1170-T 680.3. Construction. Install traffic signal controller foundations in accordance with Item 656, "Foundations for Traffic Control Devices." A. Electrical Requirements. 1. Electrical Services.Make arrangements for electrical services and install and supply matenals not provided by the utility company as shown on the plans. Unless otherwise shown on the plans,install 120-volt, single-phase, 60-Hz AC electrical service. 2. Conduit. Install conduit and fittings of the sizes and types shown on the plans. Conduit of larger size than that shown on the plans may be used with no additional compensation, providing that the same size is used for the entire length of the conduit run. Extend conduit in concrete foundations 2 to 3 in. above the concrete. Seal the ends of each conduit with silicone caulking or other approved sealant after all cables and conductors are installed. 3. Wiring. Unless otherwise shown on the plans, furnish stranded No 12 AWG XHHW conductors Install above-ground cables and conductors m rigid metal conduit, except for span wire suspended cables and conductors, drip loops, and electrical wiring inside signal poles. Make power entrances to ground-mounted controllers through underground conduit. Wire each signal installation to operate as shown on the plans. Attach ends of wires to properly sized self-insulated solderless terminals. Attach terminals to the wires with a ratchet-type compression crunpmg tool properly sized to the wire. Place pre-numbered identification tags of plastic or tape around each wire adjacent to wire ends in the controller and signal pole terminal blocks. Splices will not be permitted except as shown on the plans,unless the Engineer approves each individual splice in writing. Make all allowed splices watertight. 4. Grounding and Bonding. Ground and bond conductors in accordance with the NEC Ensure the resistance from the grounded pomt of any equipment to the nearest ground rod is less than 1 ohm. Install a continuous bare or green insulated copper wire(equipment ground)throughout the electrical system that is the same size as the neutral conductor,but a minimum No. 8 AWG Connect the equipment ground to all metal conduit, signal poles, controller housing, electrical service ground, ground rods, and all other metal enclosures and raceways. Provide copper wire bonding jumpers that are a minimum No 8 AWG B. Controller Assemblies. Construct controller foundations in accordance with Item 656, "Foundations for Traffic Control Devices."Immediately before mounting the controller assembly on the foundation, apply a bead of silicone caulk to seal the cabinet base. Seal any space between conduit entering the controller and the foundation with silicone caulk. Deliver the keys for the controller cabinets to the Engineer when the contract is complete. Place the instruction manual and wiring diagrams for all equipment in the controller cabinet, inside the controller cabinet. C. Timber Poles. Furnish ANSI Class 2 timber poles other than for electrical services in accordance with details shown on the plans. D. Preservation of Sod,Shrubbery, and Trees.Replace sod, shrubbery, and trees damaged during the Contract. E. Removal and Replacement of Curbs and Walks. Obtain approval before cutting into or removing walks or curbs not shown on the plans to be removed or replaced. Restore any curbs or walks removed equivalent to original condition after work is completed,to the satisfaction of the Engineer F. Sign Lighting.Attach sign lighting to traffic signal equipment as shown on the plans. G. Intersection Illumination. Construct luminaires on signal poles as shown on the plans. H. Test Period. Operate completed traffic signal installations continuously for at least 30-days in a satisfactory manner If any Contractor-furnished equipment fails during the 30-day test period,repair or replace that equipment. This repair or replacement, except lamp replacement,will start a new 30-day test period. Replace materials that are damaged or have failed prior to acceptance. Replace failed or damaged existing signal system components when caused by the Contractor The Department will relieve the Contractor of maintenance responsibilities upon passing a 30-day performance test of the signal system and acceptance of the contract. 680 4. Measurement.This Item will be measured as each signalized intersection controlled by a single traffic signal controller 680.5.Payment. The work performed and matenals furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the umt price bid for "Installation of Highway Traffic Signals" of the type(isolated, system, or flashing beacon) specified. This price is full compensation for furnishing, installing, and testing the completed installation, controller and associated equipment, controller foundations, luminaires, signs and sign lights mounted on signal equipment, timber poles,mounting hardware and steel wire strand, preservation and replacement of damaged sod, shrubbery and trees; removal and replacement of curbs and walks; and equipment, labor,tools, and mcidentals. The Department will pay for electrical energy consumed by the traffic signal. New drilled shaft foundations for traffic signal poles will be paid for under Item 416, "Drilled Shaft Foundations."New conduit will be paid for under Item 618, "Conduit."New electrical conductors will be paid for under Item 620, "Electrical Conductors."New ground boxes will be paid for under Item 624, "Ground Boxes."New electrical services will be paid for under Item 628, `Electrical Services."New vehicle and pedestrian signal heads will be paid for under Item 682, "Vehicle and Pedestrian Signal Heads."New traffic signal cables will be paid for under Item 684, "Traffic Signal Cables."New traffic signal pole assemblies will be paid for under Item 686, "Traffic Signal Pole Assemblies (Steel)."New traffic signal detectors will be paid for under Item 688, "Pedestrian Detectors and Vehicle Loop Detectors." ITEM 682 VEHICLE AND PEDESTRIAN SIGNAL HEADS 682.1.Description.Furnish and install vehicle and pedestrian signal heads. 682.2.Materials.Furnish only new materials. A. Definitions. 1. Back Plate.A thin strip of material extending outward from all sides of a signal head. 2. Incandescent Optical Unit.The lens,reflector,lamp,lamp receptacle,and associated supporting parts in a signal section. 3. LED Optical Unit.The LED lens and associated supporting parts in a signal section. 4. Louver A device mounted to the visor restricting signal face visibility 5. Signal Section. One housing case,housing door,visor,and optical unit. 6. Signal Face.One section or an assembly of 2 or more sections facing one direction. 7. Signal Head.A unidirectional face or a multidirectional assembly of faces,including back plates and louvers when required,attached at a common location on a support. B. General.Provide vehicle signal heads in accordance with DMS-11120,"Vehicle Signal Heads."Provide vehicle signal heads from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified vehicle signal head manufacturers. Provide pedestrian signal heads in accordance with DMS-11130, "Pedestrian Signal Heads." Provide pedestrian signal heads from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified pedestrian signal head manufacturers. Supply either aluminum or polycarbonate signal head components that are of the same material and manufacturer for any one project. Use galvanized steel, stainless steel, or dichromate sealed aluminum bolts,nuts,washers,lock washers, screws, and other assembly hardware.When dissimilar metals are used, ensure the metals are selected or insulated to prevent corrosion. Use closed-cell silicone or closed-cell neoprene gaskets. 682.3.Construction. A. Assembly Assemble individual signal sections in multi-section faces in accordance with the manufacturer's recommendations to form a rigid signal face.Assemble and mount signal heads as shown on the plans.Install louvers and back plates in accordance with the manufacturer's recommendations.Close any openings in an assembled signal head with a plug of the same material and color as the head. When mstallmg a retrofit replacement LED traffic signal or pedestrian signal lamp unit into an existing signal housing, only remove the existing lens,reflector, and mcandescent lamp; fit the new umt securely in the housing door; and connect the new housing unit to the existing electrical winng or terminal block by means of simple connectors. B. Wiring.Wire each optical unit to the terminal block located in that signal section by means of solderless wire connectors or binding screws and spade lugs.Wire all sections of a multi-section signal face to the section terminal blocks m which the traffic signal cable is terminated.Maintain the color coding on leads from the individual optical units throughout the signal head,except for the traffic signal cable.Use solderless wire connectors or binding screws and spade lugs for connections to terminal blocks.Use binding screws and spade lugs for field wiring. 682.4.Measurement.This Item will be measured by each vehicle signal section,pedestrian signal section,back plate,or louver. 682.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Pedestrian Signal Section,""Vehicle Signal Section,""Back Plate,"or"Louver,"of the types and sizes specified.This price is full compensation for furnishing,assembling,and installing the signal sections,back plates and louvers,and lenses and optics;mounting attachments;and equipment,labor,tools,and incidentals. ITEM 684 TRAFFIC SIGNAL CABLES 684.1.Description.Furnish and install traffic signal cables. 684.2.Materials.Provide polyethylene-jacketed multi-conductor cables in accordance with details shown on the plans.Individual conductors must be copper with polyethylene insulation rated for 600 volts.Furnish new materials. Provide traffic signal cables in accordance with DMS-11110,"Traffic Signal Cables." A. Type A Cables.Use Type A cables meeting the requirements of IMSA 20-1 for underground conduit installation or for aerial cable supported by a messenger B. Type B Cables.Use Type B cables meeting the requirements of IMSA 20-3 as the integral messenger cable for aerial installations. C. Type C Cables.Use Type C cables meeting the requirements of IMSA 50-2 for loop detector lead-in installations consisting of 2-conductor shielded cable. D. Types A and B Cable Materials.Provide the following materials for Type A and B cables: • Use the size and number of conductors shown on the plans.Unless otherwise shown on the plans,use conductors consisting of 7 copper strands. • Ensure color coding of conductors and sequence for cables are in compliance with Table 1 Base color is the insulation color.Tracer color is the colored stripe that is part of or is firmly adhered to the insulation surface for the full length of the conductor • Ensure 2-conductor cable is of the round twisted type with fillers used where necessary to form a round cable. • For cables with more than 2 conductors,ensure individual conductors are laid up symmetrically in layers with fillers used when necessary,to produce a uniform assembly of conductors with a firm compact cylindrical core. • Ensure fillers are a non-metallic,moisture-resistant,non-wicking material. • Supply conductor assemblies that are covered with a wrapping of a moisture-resistant tape applied to overlap at least 10%of the tape width. • Ensure that the taped conductor assembly is covered with a tightly fitting black polyethylene jacket that is smooth and free from holes, splits,blisters,and any other imperfections. • Supply cables that clearly show the name of the manufacturer and the IMSA specification number applied at approximate 2-ft.intervals to the outer surface of the jacket by indent printing. Table 1 Conductor Color and Sequence for Cables Conductor No. Base Color Tracer Color 1 Black 2 White 3 Red 4 Green 5 Orange 6 Blue 7 White Black 8 Red Black 9 Green Black 10 Orange Black 11 Blue Black 12 Black White 13 Red White 14 Green White 15 Blue White 16 Black Red 17 White Red 18 Orange Red 19 Blue Red 20 Red Green 21 Orange Green E. Additional Requirements for Type B Cable Materials.Additional material requirements particular to Type B cable are as follows: • Ensure cables consisting of 5 or more conductors have a 0.25-in.nominal diameter messenger For the messenger,use Class A galvanized Extra High Strength Steel Strand with 3 or 7 wires. • A solid strand messenger with 0.134-in. diameter may be used for cables with less than 5 conductors. • To provide corrosion protection,ensure the messenger strand is coated and the interstices are flooded with a rubber asphalt compound or equivalent. • Ensure the integral messenger and conductors are enclosed in the jacket forming a cross section similar to a figure 8. F Type C Cable Materials.Use the following materials for Type C cables: • Unless otherwise shown on the plans,use No. 14 AWG insulated conductors with concentric stranding with black insulation on 1 of the 2 conductors and clear insulation on the other conductor.Ensure conductors have a minimum of 2 twists per foot within the cable. • Use cables that have 100%shield coverage utilizing aluminum bonded to a Mylar film.Ensure the drain wire is stranded tinned copper,2 AWG sizes less than the conductor,and in continuous contact with the aluminum side of the shield material. • Ensure the jacket is black polyethylene. • Use cables that legibly show the name of the manufacturer and the IMSA specification number applied at approximate 2-ft.intervals on a tape under the outer jacket. G. Sampling.The Engineer may take samples from each roll of each size of cable for establishing conformity to IMSA.The samples will be at least 3 ft.in length.Replace any cable failing to meet IMSA requirements. 684.3.Construction.For each cable run in underground conduit,coil an extra 5 ft. of cable in each ground box. Splices are not permitted in Type A and B cables unless shown on the plans or approved by the Engineer in writing. Ensure that splices are watertight. Make splices between Type C cable and loop detector wires only in the ground box near the loop the cable is servicing.Use non-corrosive solder for splices.Ground the drain wire of Type C cable to earth ground only at the controller or detector cabinet.Ensure the resistance from the drain wire to the ground rod is less than 1 ohm. Test the cables after installation and prior to any connection to the cables.Cables testing less than 50 megohms insulation resistance at 500 volts will be rejected. 684.4.Measurement.This Item will be measured by the foot of traffic signal cables. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement"Additional measurements or calculations will be made if adjustments of quantities are required. 684.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Traffic Signal Cables"of the types and sizes specified.This price is full compensation for furnishing and installing materials and for equipment,labor, tools,and incidentals,except as shown below Cables inside traffic signal pole assemblies will be paid for under this Item. Cables used for inside signal heads and controllers or for coils in ground boxes,pole bases,and on span wires will not be paid for directly but will be subsidiary to pertinent Items. ITEM 686 TRAFFIC SIGNAL POLE ASSEMBLIES (STEEL) 686.1.Description. • Installation.Fabricate,furnish,and erect steel cantilever traffic signal pole assemblies. • Relocation.Remove and relocate steel cantilever traffic signal pole assemblies. 686.2.Materials.Provide new materials that comply with the details shown on the plans,the requirements of this Item, and the pertinent requirements of the following Items: • Item 421,"Hydraulic Cement Concrete" • Item 441,"Steel Structures" • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 449,"Anchor Bolts." Furnish alloy steel or medium-strength mild steel anchor bolts in accordance with Item 449.2.A,`Bolts and Nuts." 686.3.Construction. A. Standard Design.Alternate designs are not acceptable.Deviations that affect the basic structural behavior of the pole are considered to be alternate designs.For deviations that do not affect the basic structural behavior of the pole,submit 7 sets of shop drawings to the Bridge Division for approval. B. Fabrication.Fabricate and weld in accordance with Item 441,"Steel Structures",AWS D1 1,Structural Welding Code—Steel;and the requirements of this Item.Fabrication tolerances are given in Table 1 Table 1 Fabrication Tolerances Part Dimension Tolerance(in.) Length ±1 Thickness +0.12,—0.02 Pole and mast arm shaft Difference between flats or diameter ±3/16 Straightness 1/8 in 10 ft. Attachment locations ±1 Overall ±3/16 Base and mast arm mounting Thickness +1/4,—0 plates Deviations from flat 3/16 in 24 in. Spacing between holes ±1/8 Bolt hole size ±1/16 Length ±1/2 Anchor bolts Threaded Length ±1/2 Galvanized Length —1/4 Angular Orientation 1/16 in 12 in.1 Assembled shafts Centering ±3/16 Twist 3°in 50 ft. 1 1/8 in 12 in.between mounting plates and between mounting plates and base plates. Provide properly fitting components.Provide round or octagonal shafts for poles and mast arms tapered as shown on the plans.Fabricate mast arms straight in the unloaded condition unless otherwise shown on the plans.The Department will accept bolted slip joints overlapping by at least 1.5 diameters in mast arms 40 ft. and longer Provide circumferential welds only at the ends of the shafts.Provide no more than 2 longitudinal seam welds in shaft sections. Grind or smooth the exterior of longitudinal seam welds to the same appearance as other shaft surfaces.Ensure 100%penetration within 6 in.of circumferential base welds and at least 60%penetration at other locations along the longitudinal seam welds.Use a welding technique that minimizes acid entrapment during later galvanizing.Hot-dip galvanize all fabricated parts in accordance with Item 445,"Galvanizing." Treat welds with Ultrasonic Impact Treatment as shown on the plans after galvanization and with the dead load (actual or simulated)applied.Repair damaged galvanizing in accordance with Section 445.3.D,"Repairs." Connect the luminaire arm to the pole with simplex fittings.Ensure the fittings have no defects affecting strength or appearance. Ensure that the design wind speed is identified and permanently visible on the pole base plate and mast arm mounting plate. Deliver each traffic signal pole assembly with fittings and hardware either installed or packaged with its associated components. Ship all components with a weatherproof tag identifying the manufacturer,contract number,date,and destination of shipment. C. Installation.Locate traffic signal poles as shown on the plans unless otherwise directed to secure a more desirable location or to avoid conflict with utilities. Stake the traffic signal pole locations for verification by the Engineer Construct foundations in accordance with Item 416,"Drilled Shaft Foundations."Orient anchor bolts as shown on the plans. Use established industry and utility safety practices when working near underground or overhead utilities. Consult with the appropriate utility company before beginning such work. Erect structures after foundation concrete has attained its design strength as required in the plans and Item 421, "Hydraulic Cement Concrete."Coat anchor bolt threads and tighten anchor bolts in accordance with Item 449, "Anchor Bolts." After the traffic signal pole assembly is plumb and all nuts are tight,tack-weld each anchor bolt nut in 2 places to its washer Tack-weld each washer to the base plate in 2 places.Do not weld components to the bolt.Tack- weld in accordance with Item 441,"Steel Structures."After tack-welding,repair galvanizing damage on bolts, nuts,and washers in accordance with Section 445.3.D,"Repairs." Do not grout between the base plate and the foundation. D. Relocation.Disconnect and isolate traffic signal cables before removing the pole.Remove existing traffic signal poles as directed.Ensure that the poles or attached components suffer no undue stress or damage.Signs, signal heads,mounting brackets,luminaires,etc.,may be left on the poles.Repair or replace damaged components as directed. Unless otherwise shown on the plans,remove abandoned concrete foundations to a point 2 ft.below final grade. Backfill the hole with materials equal in composition and density to the surrounding area.Replace surfacing material with similar material to an equivalent condition. Move existing poles to locations shown on the plans or as directed.Install existing poles on new foundations in accordance with Section 686.3 C,"Installation." Accept ownership of unsalvageable materials and dispose of in accordance with federal,state,and local regulations. 686.4.Measurement.This Item will be measured by each traffic signal pole assembly installed or relocated. 686.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Install Traffic Signal Pole Assemblies (Steel)"of the types and sizes specified or"Relocate Traffic Signal Pole Assemblies(Steel)"of the types specified. New drilled shaft foundations will be paid for under Item 416,"Drilled Shaft Foundations." A. Installation.This price is full compensation for furnishing,fabricating,galvanizing,assembling,and erecting the pole upon a foundation,furnishing and erecting required mast arms and luminaire arms;furnishing and placing anchor bolts,nuts,washers,and templates,and equipment,materials,labor,tools,and incidentals. B. Relocation.This price•is full compensation for removing traffic signal poles;removing existing foundations; backfilling and surface placement;storing the components to be reused or salvaged;furnishing,fabricating,and installing required new components;placing and securing traffic signal poles on new foundations;furnishing and placing conduit,ground rods,and wiring; disposal of unsalvageable material;loading and hauling;and equipment,material,labor,tools,and incidentals. ITEM 687 PEDESTAL POLE ASSEMBLIES 687.1.Description. Furnish and install pedestal pole assemblies for vehicle and pedestrian signals. 687.2.Materials. Furmsh new materials in accordance with the following Items and with details shown on the plans. • Item 445, "Galvanizing" • Item 449, "Anchor Bolts" • Item 656, "Foundations for Traffic Control Devices." A. Pedestal Pole Base.Provide pedestal pole bases in accordance with DMS-11140, "Pedestal Pole Base." Provide pedestal pole bases from manufacturers prequalified by the Department. The Traffic Operations Division maintains a list of prequalified pedestal pole base manufacturers. B. Pedestal Pole.Provide 4-in. diameter schedule 40 steel pipe or tubing, aluminum pipe(alloy 6061-T6), or rigid metal conduit. Do not use aluminum conduit. Galvanize pedestal pole assemblies in accordance with Item 445, "Galvanizing,"unless otherwise shown on the plans. 687.3. Construction. Install foundations in accordance with Item 656, "Foundations for Traffic Control Devices." A. Pedestal Pole Base. Ground the base with connectors to the 1/2-13 NC female threaded hole. Fabricate the base for 4 L-bend anchor bolts arranged in a square pattern with a 12-3/4-in. bolt circle. Provide mild steel anchor bolts in accordance with Item 449, "Anchor Bolts," for each base. Provide three 1/16-in.-thick and three 1/8-in.-thick U-shaped galvanizing steel shims for each base. Size shims to fit around the anchor bolts. B. Installation.Install pedestal pole assemblies as shown on the plans or as directed. Pedestal pole assemblies include foundation,pole shaft,base, anchor bolts, anchor bolt nuts, anchor bolt template, shims, and miscellaneous components. Watertight breakaway electrical disconnects are required for pedestal pole assemblies used in conjunction with vehicle and pedestrian heads and components. Use established industry and utility safety practices to erect assemblies near overhead or underground utilities. Consult with the appropriate utility company pnor to beginning such work. Repair damaged galvanizing in accordance with Section 445.3.D, "Repairs." C. Painted Finish.When required,paint pedestal pole assemblies in accordance with details shown on the plans. 687 4.Measurement. This Item will be measured by each pedestal pole assembly 687.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Pedestal Pole Assembly"This price is full compensation for furnishing and installmg the shaft;base, shims, anchor bolts, and foundation, and matenals, equipment, labor,tools, and incidentals. New signal heads will be paid for under Item 682, "Vehicle and Pedestrian Signal Heads." ITEM 688 PEDESTRIAN DETECTORS AND VEHICLE LOOP DETECTORS 688.1.Description.Furnish and install traffic signal detectors. 688.2.Materials. Furnish and construct materials in accordance with the followmg: • Item 618, "Conduit" • Item 624, "Ground Boxes" • Item 682, "Vehicle and Pedestrian Signal Heads" • Item 684, "Traffic Signal Cables." Furnish all new materials. A. Pedestrian Detectors.Ensure the push-button assembly is weather-tight and tamper-proof,is designed to prevent an electrical shock under any weather condition,has provisions for grounding in accordance with the NEC, and is in compliance with the Americans with Disabilities Act(ADA). Supply a sturdy 2-piece cast-aluminum housing unit consisting of a base housing and a removable cover Ensure the internal components provide a push button with normal open contacts, and include all electrical and mechamcal parts required for operation. Supply housing or an adapter(saddle)that conforms to the pole shape, fitting flush to ensure a rigid installation. Supply adapters of the same material and construction as the housing. Provide threaded holes for 0.5-in. conduit in the housing for any necessary conduit attachment. Close unused openings with a weather-tight closure painted to match the housing. Provide a 0 75-in. hole with an insulating bushing through the back of the housmg. Meet the paint requirements of Item 682, "Vehicle and Pedestrian Signal Heads," for the complete body of the housing. Ensure the manufacturer's name or trademark is located on the housing. Supply push-button switches that have single-pole, single-throw contacts and screw-type terminals and have a design life of at least 1 million operations. Use sheet aluminum having a minimum thickness of 0 080 in. for information signs for push buttons. B. Vehicle Loop Detectors. Unless otherwise shown on the plans,use stranded copper No 14 AWG XHHW cross-linked-thermosetting-polyethylene insulated conductor rated for 600 volts AC for vehicle detector loop wire. Ensure each length of wire shows the name or trademark of the manufacturer, the insulation voltage rating, the wire gauge, and the insulation type at approximate 2-ft. intervals on the insulation surface. When shown on the plans,use flexible vinyl or polyethylene tubing with 0 184 in.minimum I.D., 0 031 m. minimum wall thickness, 0.26 in.maximum O.D., and a smooth bore. Use tubing that does not adhere to the loop wire in any way and is capable of resisting deterioration from oils, solvents, and temperatures up to 212°F Use tubing that is abrasion- resistant and remains flexible from—22°F to 212°F Unless otherwise shown on the plans, use orange or red tubing. Use sealant for the vehicle detector loops in accordance with DMS-6340, "Vehicle Loop Wire Sealant." 688.3. Construction. A. Pedestrian Detectors.Wire the push button to the nearest splicing point or terminal strip using stranded No 12 AWG XHHW wire with 600-volt insulation. Do not use terminal connections or splice wire leads except in the hand holes located in the signal pole shaft,in the signal pole base, or at locations approved by the Engineer All allowed splices must be watertight. Attach wires to terminal posts with solderless terminals. Attach terminals to the wires with a ratchet-type compression crimping tool properly sized to the wire. Mount a pedestrian push button sign near each push button as shown on the plans. B. Vehicle Loop Detectors. Provide the loop location, configuration,wire color, and number of turns shown on the plans. Loops may be adjusted by the Engineer to fit field conditions. 1. Saw Cuts. Cut the pavement with a concrete saw to form neat lines. Do not exceed 1 in. in depth on concrete bridge slab saw cuts. Cut all other saw cuts deep enough to provide a minimum of 1 in. depth of sealant over the wire. Unless otherwise shown on the plans, cut a separate saw cut from each loop to the edge of the pavement. Ensure the cut is clean and dry when the wire and sealant are placed. 2. Conduit.Place conduit between the pavement and ground box as shown on the plans. 3. Loop Wire Color.Unless otherwise shown on the plans,use the following color code. Use white for the first loop on the right followed by black, orange, green,brown, and blue. Use the same color for all loops in the same lane. Loops installed in multi-lanes will have the same color code in the order the loops are installed. When facing the same direction that traffic flows,the color code will read from right to left for all lanes carrying traffic in that direction. If traffic moves in 2 directions, the color code will be repeated for the other direction of traffic. 4. Loop Wire Installation.When shown on the plans place the loop wire in a flexible vinyl or polyethylene tubing in accordance with Article 688.2, "Materials."The loop wire color requirements do not apply to wires in tubing. Twist the wire from the loop to the ground box a minimum of 5 turns per foot.When only 1 pair of wires is in a saw cut,it need not be twisted while in the saw cut. Do not splice loop wire in the loop or in the run to the ground box. Hold the loop wire in place every 2 ft. with strips of rubber,neoprene flexible tubing, or polyethylene foam sealant approximately 1 in. long. Leave these strips in place, and fill the slot with loop sealant. Splice the loop lead-in cable and loop detector wires only in the ground box near the loop it is serving. Use non-corrosive solder for splices, and ensure that the splice is watertight. Ground the drain wire of the loop lead-in cable to earth ground only at the controller or detector cabinet. Ensure the resistance from the drain wire to the ground rod is less than 1 ohm. 688.4.Measurement. This Item will be measured by the foot of saw cut containing loop wire and by each pedestrian push button. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2, "Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 688.5. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the umt price bid for"Vehicle Loop Detectors"of the type specified or"Pedestrian Detectors"of the type specified. This price is full compensation for furnishing, installing, and testing the detectors; saw-cutting, excavation, backfill, sealant, and sealant placement; pavement repair associated with saw-cutting; and equipment, materials, labor, tools, and incidentals, except as follows. The conduit and loop wire from the edge of pavement to the ground box used for the vehicle loop detectors will not be measured or paid for directly,but will be subsidiary to this Item. New ground boxes will be paid for under Item 624, "Ground Boxes."New loop lead-in cable will be paid for under Item 684, "Traffic Signal Cables." 2004 Specifications SPECIAL PROVISION 416---001 Drilled Shaft Foundations For this project, Item 416, "Drilled Shaft Foundations,"of the Standard Specifications,is hereby amended with respect to the clauses cited below, and no other clauses or requirements of this Item are waived or changed hereby Article 416.5. Payment, Section A. Drilled Shaft is voided and replaced by the followmg. A. Drilled Shaft. The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit pnce bid for"Drilled Shaft" or"Drilled Shaft(Non-reinforced)" or"Drilled Shaft(Sign Mounts)"or"Drilled Shaft (High Mast Pole)"or"Drilled Shaft(Roadway Illumination Pole)"or"Drilled Shaft(Traffic Signal Pole)" of the specified diameter, subject to the limitations for overruns authonzed by the Engineer given in Section 416.5.A.1, "Overrun." Article 416.5. Payment, Section A. Drilled Shaft, Section 2.Maximum Plan Length Shaft is supplemented by the following. • For roadway illumination poles, the maximum plan length shaft is the maximum length shaft,regardless of diameter, for any roadway illumination pole included in the contract. • For traffic signal poles,the maximum plan length shaft is the maximum length shaft, regardless of diameter, for any traffic signal pole included in the contract. 1-1 416---001 09-04 2004 Specifications SPECIAL PROVISION 440---001 Reinforcing Steel For this project, Item 440, "Reinforcing Steel,"of the Standard Specifications, is hereby amended with respect to the clauses cited below, and no other clauses or requirements of this Item are waived or changed hereby Article 440.2. Materials, Section G. Mechanical Couplers is voided and replaced by the following: When mechanical splices in reinforcing steel bars are shown on the plans,use couplers of the type specified in DMS-4510, "Mechanical Couplers,"under the section"General Requirements." Furnish only couplers that have been produced by a manufacturer that has been prequalified in accordance with DMS-4510 Do not use sleeve-wedge type couplers on coated reinforcing. Sample and test couplers for use on individual projects in accordance with DMS-4510 Furnish couplers only at locations shown on the plans. 1-1 440---001 10-05 2004 Specifications SPECIAL PROVISION 441---002 Steel Structures For this project, Item 441, "Steel Structures,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 441.3, Construction, Section A, General Requirments, Section 5, Qualification of Plant,Laboratories, and Personal, Section b,Nondestructive Examination(NBE). The first sentence is voided and replaced by the following. Personnel performing NDE must be qualified in accordance with the applicable AWS code. Current certification in accordance with ASNT SNT-TC-1A is required for an inspector to be considered qualified. Article 441.3, Construction, Section A, General Requirments, Section 9. Inspection. The third sentence of the second paragraph is voided and replaced by the following. The Contractor must have a QC staff qualified in accordance with the applicable AWS code. Welding inspectors must be current AWS Certified Welding Inspectors. Article 441.3, Construction, Section B, Welding,Section 5,Nondestructive Examination(NDE), Section c,Magnectic Particle Testing is voided and replaced by the following: c.Magnetic Particle Testing. When using the yoke method,use half-wave rectified DC unless otherwise approved Article 441.3, Construction, Section D,Dimensional Tolerances, Section 2,Flange Straightness. The second sentence is voided and replaced by the following. Rolled matenal must meet this straightness requirement before being laid out or worked. Article 441.3, Construction, Section G, Shop Assembly, Section 1, General Shop Assembly. The first sentence of the first paragraph is voided and replaced by the following. Shop-assemble field connections of primary members of trusses, arches, continuous beam spans,bents,towers (each face),plate girders, field connections of floor beams and stringers (including for railroad structures),field-bolted plate diphragms for curved plate girders and railroad underpasses, and rigid frames. Field-bolted crossframes do not require shop assembly 1-5 441---002 11-05 Article 441.3, Construction, Section H, Finish and Painting, Section 4,Weathering Steel. The first paragraph is voided and replaced by the following. Provide an SSPC-SP 6 blast m the shop to all fascia surfaces of unpainted weathering steel beams. Fascia surfaces include: • exterior sides of outermost webs and undersides of bottom flanges of exterior plate girders and rolled beams, • all outer surfaces of tub girders and box girders, • all surfaces of truss members, • webs and undersides of bottom flanges of plate diaphragms, • bottom surfaces of floor beams, and • any other surfaces designated as "fascia" on the plans. Article 441.3. Construction is supplemented by the following: L. Fabrication with ASTM A 709 Grade HPS 70W Steel. Requirements of this Section are in addition to those of the latest edition of AASHTO/AWS D1.5,Bridge Welding Code. Except as otherwise stated in this Section,provisions in AWS D1.5 for Grade 70W apply to Grade HPS 70W 1. Fabricator Qualification. Fabrication plants must have AISC Major Steel Badges (CBr) certification with Fracture Cntical Endorsement(F). 2. Transitions.Width transitions at butt joints may be either straight or radiused,in accordance with AWS D1.5 Figure 2.8 3. Preheat and Interpass Temperatures. a. Minimum Temperatures. (1) Non—Fracture-Critical Applications. (a) H4 Designation or Lower.Table 2 maybe substituted for AWS D1.5 Table 4 4 when joining Grade HPS 70W to HPS 70W steel usmg consumables with H4 designation or lower, as long as the preheat or interpass temperature is no lower than the consumable manufacturer's recommended minimum temperature. Table 2 Reduced Preheat for HPS 70W Steel,°F Welding Process Thickness of Thickest Part at Point of Welding(in.) To 3/4 Over 3/4 to Over 1-1/2 Over 2-1/2 1-1/2. to 2-1/2 SAW, SMAW 50 70 70 125 FCAW,GMAW 50 70 150 225 (b) H8 Designation.Meet the requirements for Grade 70W steel in AWS D1.5 Table 44 2-5 441---002 11-05 (2) Fracture-Critical Applications.Meet the requirements of AWS D1.5 Table 12.4 for Grade 70W steel. (3) All Applications. If a higher preheat than that listed in Table 2,AWS D1 5 Table 4 4, or D1.5 Table 12.4, as applicable, was used during qualification to produce a satisfactory procedure qualification report (PQR),that higher preheat will be the minimum preheat that can be shown on the production WPS. b. Maximum Temperature.Maximum allowable preheat and interpass temperature is 450°F for all plate thicknesses. 4. Consumables and Heat Inputs.H8 designation or lower as certified by the consumable manufacturer is required for all welding of Grade HPS 70W, regardless of preheat. a. Ordinary Preheat. (1) Joining Grade HPS 70W to HPS 70W. (a) Matching Filler Metal Strength.Use consumables listed in AWS D1.5 Table 4 1 for use with Grade 70W steel. (b) Undermatched Filler Metal Strength.Use consumables listed m AWS D1.5 Table 41 for use with Grade 50W steel. (2) Joining Grade HPS 70W to 50W.Use consumables listed in AWS D1.5 Table 4 1 for use with Grade 50W steel. b. Reduced Preheat. This Section applies when the reduced preheats of Section 441.3.L.3.a(1)(a), "H4 Designation or Lower," are used. Perform all SAW with heat input between 40 and 90 kJ/in. (1) Joining Grade HPS 70W to HPS 70W. (a) Matching Filler Metal Strength. (i) Submerged Arc Welding(SAW).Use an F9A4-E)OCX-X flux— electrode combination meeting the requirements of AWS A5.23, Specification for Low Alloy Steel Electrodes and Fluxes for Submerged Arc Welding,with at least 1%nickel in the weld deposit, as certified by the consumable manufacturer (ii) Flux-cored Arc Welding(FCAW). Unless otherwise approved, use Tri-Mark TM-95K2 (manufactured by ITW/Hobart Brothers) with a minimum heat input of 25 kJ/in, or ESAB Dual Shield II 101H4M with a minimum heat input of 40 kJ/in. (iii) Gas Metal Arc Welding(GMAW).Unless otherwise approved, use Tn-Mark Metalloy 90 (manufactured by ITW/Hobart Brothers)with a mimmum heat mput of 40 kJ/in. 3-5 441---002 11-05 (iv) Shielded Metal Arc Welding(SMAW).Use E-9018-X-HZR electrodes meeting the requirements of AWS A5.5,Specification for Low Alloy Steel Covered Arc Welding Electrodes Follow the consumable manufacturer's heat input recommendations. For unpainted applications,use electrodes with at least 1%nickel in the weld deposit, as certified by the consumable manufacturer (b) Undermatched Filler Metal Strength. (i) SAW.Use consumables hsted m AWS D1.5 Table 4 1 for use with Grade 50W steel. For unpainted applications,use electrodes with at least 1%nickel in the weld deposit, as certified by the consumable manufacturer (ii) FCAW.Unless otherwise approved,use Tri-Mark TM-771 (manufactured by ITW/Hobart Brothers) with a minimum heat input of 40 kJ/in. GMAW.No undermatched filler metals are permitted with reduced preheat. (iv) SMAW. Use E7018 electrodes meeting the requirements of AWS A5.5, Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding, or E8018-C3 electrodes meeting the requirements of AWS A5.5, Specification for Low-Alloy Steel Covered Arc Welding Electrodes. For unpainted applications,use electrodes with at least 1%mckel in the weld deposit, as certified by the consumable manufacturer (2) Joining Grade HPS 70W to 50W.Use consumables listed in AWS D1.5 Table 41 for use with Grade 50W steel. For unpainted applications,use electrodes with at least 1%nickel in the weld deposit, as certified by the consumable manufacturer 5 Qualification of Welding Procedures. a. Ultrasonic Testing. In addition to the requirements for RT of test plates given in D1.5,UT the qualification test plate before preparing mechanical test specifications, in accordance with D1 5 Section 6 Use tensile acceptance— rejection cntena. b. Backing.Backing for qualification test plates may be either Grade HPS 70W or Grade 50W with maximum 0 025% sulphur c. Joining Grade HPS 70W to HPS 70W. (1) Matching Filler Metal Strength. Meet requirements in AWS D1.5 Table 41 for Grade 70W base metal. (2) Undermatching Filler Metal Strength. Meet requirements in AWS D1.5 Table 4 1 for Grade 50W base metal. Reduced-section tension and side 4-5 441---002 11-05 bend tests are not required. Grade HPS 70W may not be used to qualify procedures for welding steel of other strengths. d. Joining Grade HPS 70W to 50-ksi Steel. Use plates of the grades to be used in production. Meet requirements in AS D1.5 Table 4 1 for the applicable grade of 50-ksi steel. Reduced-section tensile strength must be at least 70 ksi. 6. Special Consumable Handling for Reduced Preheat.If the reduced preheats of Section 441.3.L.3.a(1)(a), "H4 Designation or Lower," are used,meet storage, exposure, and other handling requirements of AWS D1.5 Section 12, or consumable manufacturer's recommendations for maintaining H4 diffusible hydrogen level. In exception to AWS D1.5 Section 12, fluxes for the SAW process received in undamaged,hermetically sealed containers may be used directly from the container without baking. Consumables must be handled and stored in accordance with the consumable manufacturer's recommendations when those procedures are more restrictive than AWS D1.5 Section 12 provisions, and the AWS D1.5 provisions could negatively affect the quality of welds or the diffusible hydrogen level of the consumables. 7. GMAW Transfer Mode.Do not use short-circuiting or pulsed spray transfer if the reduced preheats of Section 441.3.L.3.a(1)(a), "H4 Designation or Lower," are used. 8. Magnetic Particle Testing.Use only the yoke method when performing MT,not the prod method. 5-5 441---002 11-05 2004 Specifications SPECIAL PROVISION 620---001 Electrical Conductors For this project, Item 620, `Electrical Conductors," of the Standard Specifications,is hereby amended with respect to the clauses cited below, and no other clauses or requirements of this Item are waived or changed hereby Article 620.2 Materials. The fourth and fifth paragraphs are void and replaced by the following: Use white insulation for grounded(neutral) conductors, except that grounded conductors AWG No 4 and larger maybe black with white tape marking at every accessible location. Do not use white insulation or marking for any other conductor except control wiring specifically shown on the plans. Ensure that insulated grounding conductors are green except that insulated grounding conductors AWG No. 4 and larger may be black with green tape marking at every accessible location. Do not use green insulation or marking for any other conductor except control wiring specifically shown on the plans. 1-1 620---001 09-04 2004 Specifications SPECIAL SPECIFICATION 4003 Screw-In Type Anchor Foundations 1. Description. Construct screw-in type foundations only for roadside flashing beacon assembly(RFBA), solar-power roadside flashing beacon assembly(SPRFBA) and pedestal poles as required on the plans. 2. Materials. Ensure matenals conform to Item 441, "Steel Structures," Item 442, "Metal for Structures," and Item 445,"Galvanizing" Provide only new screw-in type foundations, and unless otherwise specified, a minimum 5 ft. in length and 8 in. in diameter pipe with a minimum 13 in. helix. Provide a base plate capable of accommodating four mounting holes to fit a vanable bolt circle up to a 17 in. Ensure a minimum 12 in. conduit opening is located approximately 12 in. from the base. Provide pipe conforming to ASTM A-53, grade B or equal. Provide base plates conforming to ASTM A-36 or better Use anchor bolts having minimum yield strength of 36 ksi. Stamp, incise or mark the foundation by other approved means, to show the fabncator's model number, and name or logo Place this information in a readily seen location. Unless otherwise specifically noted and requested in writing, and subsequently approved by the Engineer, in wasting, supply the foundation with the bolts and flat washers needed for attaching the pedestal base to the foundation. Provide seven copies of shop drawings for review and approval prior to ordenng materials. 3. Construction Methods. Fabricate and install screw-in anchors in accordance with the specifications, details and dimensions shown on the plans or as approved in wnting. Locate screw-in anchors as shown on the plans except that the Engineer may shift the location, within design guidelines, where necessary to secure a more desirable location or to avoid conflict with utilities or a very dense soil condition. Unless otherwise shown on the plans, stake all screw-in anchor locations for verification by the Engineer Install screw-in anchors located near any overhead or underground utilities using established industry and utility safety practices. Consult with the appropriate utility company prior to beginning such work. Install screw-in anchors using power-digging equipment equipped with an adapter designed for installing screw-in anchors. Ensure shaft alignment is within a tolerance of 1/4 in.per 5 ft. of depth. Install anchors level and the top of the anchor base is either flush to or within no more than 2 in. of the ground level. 4. Measurement and Payment. The work performed and matenals furnished in accordance with this Item will not be paid for directly but shall be considered subsidiary to the Item 685, "Roadside Flashing Beacon Assemblies" and Item 687, "Pedestal Pole Assemblies." 1-1 4003 09-04 2004 Specifications SPECIAL SPECIFICATION 6006 Spread Spectrum Radios for Traffic Signals 1. Description. Furnish and install spread spectrum radios. 2. Materials. Supply complete manufacturer specifications for radio, antennas, cables, connectors, power supply, mounting hardware, and lightning surge protector,including the exact gain of the antenna. 3. Spread Spectrum Radio.Furnish spread spectrum radios with the following operating minimum characteristics. FREQUENCY 902-928 MHz RANGE 15 Miles line of sight REPEAT CAPABILITIES Store and Forward Repeater Capabilities POWER 1 0 Watt Transmitting Power ENVIRONMENT Temperature-22°F to 140°F FCC APPROVAL No License Requirements Type acceptance under FCC Part 15.247 DATA CHARACTERISTICS Half or Full Duplex Operation RS232C interface Selectable1,200 thru 19,200 bps REGULATED POWER SUPPLY Voltage 12 DC Amperage 3 Amp Operating Temp-22°F to 140°F Install the radios as shown on the plans or as directed. Supply radios with diagnostic software capable of testing the link between the master radio and the remote radios. Provide software capable of detecting channels which are not adequate for the transmission of data and allow for the exclusion of these frequencies in the selection of frequencies to be scanned. 4. Radio Antenna.Furnish radio antennas with the following minimum characteristics. REMOTE SITE Unidirectional(Yagi),Minimum 9 dB gain (dB reference to half wave dipole) MASTER SITE Omni-directional,Minimum 6 dB gain (dB reference to half wave dipole) _ RANGE 15 Miles IMPEDANCE 50 Ohm WIND RATING 125 miles per hour CONNECTORS Type"N"Female Mount the antenna on a traffic signal pole, an illumination pole, or a separate steel pole as directed. Ground the antenna to the metal support. Do not use a wood pole or support. 1-2 6006 09-04 5. Cable.Furnish low loss coaxial cable with the following mmimum characteristics: NOMINAL IMPEDANCE 50 Ohm MAX ATTENUATION 4.2 dB/100 ft.at 900 MHz Furnish hehax type cable for runs over 100 ft. in length. Furnish cable connectors with a type"N"male connector Install cable connectors in accordance with manufacturer's recommendations. Install cable as shown on the plans or as directed. Furnish a coaxial protector(PolyPhaser IS-50NX-C2,Andrew APG-BNFNF- 090, Huber Suhner 3400-41-0048, or equivalent). Mount coaxial protector adjacent to and bonded to the cabinet ground bus. 6. Testing, Training, and Warranty. Provide a factory certified representative for mstallation and testing of the equipment. Conduct a test site survey prior to the mstallation of the equipment. The Department reserves the right to conduct their own site survey as needed. When required,provide up to 2 days of traimng to personnel of the Department in the operation, setup and maintenance of the spread spectrum radio system. Provide instruction and materials for a maximum of 20 persons and at a location selected by the Department. Provide mstruction personnel certified by the manufacturer The User's Guide is not an adequate substitute for practical classroom training and formal certification. Provide equipment with no less than 95% of the manufacturer's standard warranty remaining when equipment mvoices are submitted for payment. Any equipment with less than 95% of its warranty remaining will not be accepted. Provide updates of the spread spectrum radio software free of charge during the warranty period, including the update to NTCIP compliancy 7. Measurement. This Item will be measured by each spread spectrum radio, antenna and by the linear foot of cable furnished and mstalled. 8. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Spread Spectrum Radio", "Antenna" of the type specified, "Coaxial Cable" and"Heliax Cable" The price is full compensation for fumishmg, assembling, and installing the spread spectrum radios, antennas, and the cable; for mounting attachments; for testing,labor, tools, equipment and incidentals. 2-2 6006 09-04 2004 Specifications SPECIAL SPECIFICATION 6013 Electronic Components 1. Description.Use electromc components to manufacture electronic equipment. 2. Materials and Construction Methods.Use electronic components that comply with Electronic Industries Association(EIA) and Joint Electronic Device Engineering Council (JEDEC) Specifications. Provide industry standard electromc components available from several manufacturers. When special monolithic integrated circuits are necessary for cost- effective designs, waivmg the multi-source requirements will be as directed. Design the electronic circuitry to ensure an adjustment range from normal adjustment settings of variable components. Provide a range of adjustment to compensate for composite variations in the associated circuitry due to changes in part values durmg the normal or specified life of the device. Ensure the range of adjustment can compensate for variations in replacement parts within the specified tolerances. Unless otherwise shown on the plans, design the components to be under operating conditions 24 hr a day for 10 yr Derate electronic components by 20%with regard to ambient temperature, applied voltage, and power dissipation. On electronic components weighing more than 2 oz.,use supports other than the component's pins or electrical connectors. Solder electronic components of 2 or more leads in place. Mark the circuit reference symbol next to the component. Meet the above requirements and satisfy the followmg specific requirements for the different components. A. Capacitors. Provide industrial grade capacitors. Insulate the capacitors. Mark capacitors with their capacitance value, working voltage, and polarity Provide capacitor encasements resistant to cracking,peeling, and discoloration due to humidity and changes in temperature. Provide electrolytic capacitors capable of operating at least 185°F Do not use electrolytic capacitors of less than 1 0 microfarad. Use a clamp or fastener to support a capacitor to avoid damage by shock or vibration. Use a capacitor with a specific ripple or AC voltage rating, if possibly subjected to a ripple voltage in excess of 10% of the actual DC voltage across the capacitor Use an aluminum electrolytic capacitor only when continually energized. B. Diodes. If low forward drop is required in logic circuit applications, furnish justification for use of Germanium diodes prior to incorporation m the design. Mark diodes with the JEDEC part number,using an industry approved color code or clearly legible printing. Indicate the diode polanty on the diode case by the use of the diode symbol,by the 360° band on the cathode end, or by the shape of case. 1-3 6013 09-04 C. Indicators.Use solid-state(LED) indicators with a useful life at least 25,000 hr D. Integrated Circuits.Print the manufacturer's part number and any information required to install the integrated circuit assembly upon the package.Test integrated circuits with at least 1 test from each group below. 1. Group 1 • Stabilization Bake • Temperature Cycling • Power Bum-in 2. Group 2 • Functional test with the device at the manufacturer's maximum specified temperature • Static and dynamic test per manufacturer's data sheet E. Potentiometers and Rheostats.Use industrial grade potentiometers. Use potentiometers with a power rating at least 100% greater than the maximum power requirements of the circuit. F. Printed Circuit Boards. 1. Design, Fabrication and Mounting. Use NEMA Grade G-10 glass epoxy or equivalent for printed circuit boards (refer to NEMA Publications No. Ll 1-1982, Industrial Laminated Thermosetting Products) Provide a nominal thickness of 1/32 in. for circuit boards not exceeding 2 in. in any dimension. Provide a nominal thickness of 1/16 in. for circuit boards exceeding 2 in. in any dimension. Coat the printed circuit board assembly with a protective coating to combat mildew,moisture, and fungus. Plate the through holes that carry electrical connections from one side of the board to the other Use 1 oz./sq ft. of copper to plate through holes.Use non-corrosive material for electrical mating surfaces. Design and fabricate printed circuit boards and the mounting of parts and assemblies in accordance with MIL-STD-275 (latest revision) except as follows. • Mount semiconductor devices on spacers or transipads if the device dissipates more than 250 mW or if the case temperature will rise 20°F above ambient. • Remove residual flux from the printed circuit board. • Provide a resistance between any 2 isolated,independent conductor paths of at least 100 megohms when a 500 VDC potential is applied. Mark operating circuit components mounted on the circuit boards.Reference the identifying characters to their respective components in the schematic diagram and in the parts list. 2. Soldering. Hand solder in accordance with MIL-STD-55110 Use of automatic flow soldering is acceptable. 2-3 6013 09-04 G. Relays.Install diodes across the coils for transient suppression in DC relays. Provide replaceable relays that do not require special tools for replacement. H. Resistors.Use fixed composition insulated resistors in accordance with the performance requirements of MIL-R-11 Provide industrial grade resistors with a 15 yr design life. Mark with their resistance value,using EIA color codes or industry approved marking technique. Use resistors with a 10%tolerance or better and a resistance variation of no more than 5% over the temperature range 0°F to 165°F Do not use resistors with a power rating greater than 2 w.,unless special ventilation or heat sinking is provided. Insulate these resistors from the printed circuit board. I. Transistors.Use JEDEC registered transistors. Mark the JEDEC part number on the case.Designate the emitter or collector by use of an industry approved marking technique. J. Transformers.Mark transformers with the manufacturer's part number on the case or frame,using a Radio-Electronics-Television Manufacturers Association(RETMA) color code or numbered in a manner to facilitate proper installation. K. Switches.Derate switch contacts 50% from their maximum current ratings. 3. Measurement and Payment. The work performed,matenals furnished, equipment,labor, tools, and incidentals will not be measured or paid for directly,but will be subsidiary to the bid items of the Contract. 3-3 6013 09-04 2004 Specifications SPECIAL SPECIFICATION 6266 Video Imaging Vehicle Detection System 1. Description. Install a Video Imaging Vehicle Detection System(VIVDS) that momtors vehicles on a roadway via processing of video images and provides detector outputs to a traffic controller or similar device. A VIVDS configuration for a single intersection will consist of 4 variable focal length cameras,VIVDS card rack processor system, and all associated equipment required to setup and operate in a field environment includmg a video monitor and/or laptop (if required), connectors and camera mounting hardware. The system is composed of these principal items. the camera(s), the field communications link between the camera and the VIVDS processor unit, and the VIVDS processor unit along with a PC,video monitor or associated equipment required to setup the VIVDS and central control software to communicate to the VIVDS processor The VIVDS Card Rack Processor must be either NEMA TS 2 TYPE 1 or TYPE 2. TYPE 2 must have RS 485 SDLC 2. Definitions. A. VIVDS Processor Unit. The electronic unit that converts the video image provided by the cameras, generates vehicle detections for defined zones and collects vehicular data as specified. B. VIVDS Processor System. One or more VIVDS processor modular umts required to handle the number of camera inputs. C. Central Control. A remotely located control center,which communicates with the VIVDS The VIVDS operator at the central control has the ability to momtor the operation and modify detector placement and configuration parameters. The equipment that constitutes central control is comprised of a workstation microcomputer along with the associated peripherals as described in this special specification. D. Field Setup Computer A portable microcomputer used to set up and monitor the operation of the VIVDS processor unit. If required to interface with the VIVDS processor unit, the field setup computer with the associated peripherals described in this special specification and a video momtor, also described in this special specification, must be supplied as part of the VIVDS E. Field Communications Link. The communications connection between the camera and the VIVDS processor unit. The primary communications link media maybe coaxial cable or fiber optic cable. 1-10 6266 09-05 F. Remote Communications Link. The communications connection between the VIVDS processor umt and the central control. G. Camera Assembly The complete camera or optical device assembly used to collect the visual image. The camera assembly consists of a charged coupled device (CCD) camera, environmental enclosure, sun shield,temperature control mechanism, and all necessary mounting hardware. H. Occlusion. The phenomenon when a vehicle passes through the detection zone but the view from the sensor is obstructed by another vehicle. This type of occlusion results in the vehicle not being detected by the sensor Or When a vehicle in one lane passes through the detection zone of an adjacent lane. This type of occlusion can result in the same vehicle bemg counted in more than one lane. I. Detection Zone. The detection zone is a line or area selected through the VIVDS processor unit that when occupied by a vehicle, sends a vehicle detection to the traffic controller or freeway management system. J. Detection Accuracy The measure of the basic operation of a detection system(shows detection when a vehicle is in the detection zone and shows no detection when there is not a vehicle in the detection zone). K. Live Video Video being viewed or processed at 30 frames per second. L. Lux. The measure of light intensity at which a camera may operate. A unit of illumination equal to one lumen per square meter or to the illumination of a surface uniformly one meter distant from a point source of one candle. M. Video Monitor As a minimum must be a 9-in. black and white momtor with BNC connectors for video in and out. 3. Functional Capabilities. The system software must be able to detect either approaching or departing vehicles in multiple traffic lanes. A minimum of 4 detector outputs per video processor module card and each card must have a minimum of 24 detection zones. Each zone and output must be user definable through interactive graphics by placing lines and/or boxes m an image on a video or VGA monitor The user must be able to redefine previously defined detection zones. The VIVDS must provide real time vehicle detection(within 112 milliseconds (ms) of vehicle arrival) The VIVDS processor unit must be capable of simultaneously processing information from various video sources,including CCTV video image sensors and video tape players. The video sources may be,but are not required to be, synchromzed or line-locked. The video must be processed at a rate of 30 times per second by the VIVDS processor unit. 2-10 6266 09-05 The system must be able to detect the presence of vehicles in a minimum of 12 detection zones within the combined field of view of all cameras (a minimum of 12 detection zones per camera input to the VIVDS processor unit). Detection zones must be provided that are sensitive to the direction of vehicle travel. The direction to be detected by each detection zone must be user programmable. The VIVDS processor umt must compensate for minor camera movement(up to 2% of the field of view at 400 ft.)without falsely detecting vehicles. The camera movement must be measured on the unprocessed video input to the VIVDS processor umt. The camera must operate while directly connected to VIVDS Processor Unit. Once the detector configuration has been downloaded or saved into the VIVDS processor unit, the video detection system must operate with the monitoring equipment(monitor and/or laptop) disconnected or on-line. When the monitoring equipment is directly connected to the VIVDS processor unit, it must be possible to view vehicle detections in real time as they occur on the field setup computer's color VGA display or the video monitor 4. Vehicle Detection. A. Detection Zone Placement. The video detection system must provide flexible detection zone placement anywhere within the combined field of view of the image sensors. Preferred presence detector configurations must be lines or boxes placed across lanes of traffic or lines placed in line with lanes of traffic. A single detector must be able to replace one or more conventional detector loops. Detection zones must be able to be fully overlapped. In addition, detection zones must have the capability of implementing "AND" and"OR"logical functions including presence, extension and delay timing. These logical functions may be excluded if provisions are made to bring each detector separately into the controller and the controller can provide these functions. B. Detection Zone Programming. Placement of detection zones must be by means of a graphical interface using the video image of the roadway The monitor must show images of the detection zones superimposed on the video image of traffic while the VIVDS processor is running. The detection zones must be created by using the mouse or keypad to draw detection zones on the monitor The detection zones must be capable of being sized, shaped and overlapped to provide optimal road coverage and detection. It must be possible to upload detector configurations to the VIVDS processor unit and to retrieve the detector configuration that is currently running in the VIVDS processor unit. The mouse or keypad must be used to edit previously defined detector configurations so as to fine tune the detection zone placement size and shape. Once a detection configuration has been created,the system must provide a graphic display of the new configuration on its monitor While this fine-tuning is being done, the detection must continue to operate from the detector configuration that is currently called. 3-10 6266 09-05 When a vehicle occupies a detection zone, the detection zone on the live video must indicate the presence of a vehicle, thereby verifying proper operation of the detection system. With the absence of video, the card must have an LED that will indicate proper operation of the detection zones. Detection zones must be provided that is sensitive to the direction of vehicle travel. The direction to be detected by each detection zone must be user programmable. The vehicle detection zone should not activate if a vehicle traveling any direction other than the one specified for detection occupies the detection zone. Cross-street and wrong way traffic should not cause a detection. C. Design Field of View The video detection system must reliably detect vehicle presence in the design field of view The design field of view must be defined as the sensor view when the image sensor is mounted 24 ft. or higher above the roadway, when the camera is adjacent(within 15 ft.)to the edge of the nearest vehicle travel lane, and when the length of the detection area is not greater than 10 times the mounting height of the image sensor Within this design field of view, the VIVDS processor unit must be capable of setting up a single detection zone for point detection(equivalent to the operation of a 6 ft. by 6 ft. inductive loop) A single camera,placed at the proper mounting height with the proper lens,must be able to monitor up to and including 5 traffic lanes simultaneously D. Detection Performance. Detection accuracy of the video detection system must be comparable to properly operating inductive loops. Detection accuracy must include the presence of any vehicle in the defined detection zone regardless of the lane, which the vehicle is occupying. Occlusion produced by vehicles in the same or adjacent lanes must not be considered a failure of the VIVDS processor unit,but a limitation of the camera placement. Detection accuracy(a minimum of 95%)must be enforced for the entire design field of view on a lane by lane and on a time period basis. When specified in the plans, furnish up to 24 continuous hours of recorded video of all installed intersection cameras within the 30 day test period for verification of proper camera placement, field of view, focus, detection zone placement,processor setup and operation. The video from each camera must show vehicle detections for all zones. E. Equipment failure, either camera or VIVDS processor unit,must result m constant vehicle detection on affected detection zones. 5. VIVDS Processor Unit. A. Cabinet Mounting-The VIVDS processor unit must be rack mountable. B. Environmental Requirements -The VIVDS processor unit must be designed to operate reliably m the adverse environment found in the typical roadside traffic cabinet. It must meet the environmental requirements set forth by the latest NEMA(National Electrical Manufacturers Association)TS 1 and TS2 standards as well as the environmental requirements for Type 170, Type 179 and 2070 controllers. Operating temperature must be from-30°F to+165°F at 0%to 95%relative humidity,non condensing. C. Electrical -The VIVDS must have a modular electrical design. 4-10 6266 09-05 The VIVDS must operate within a range of 89 to 135 VAC,60 Hz single phase. Power to the VIVDS must be from the transient protected side of the AC power distribution system in the traffic control cabinet m which the VIVDS is installed. Senal communications to the field setup computer must be through an RS 232,USB or Ethernet port. This port must be able to download the real time detection information needed to show detector actuations. A connector on the front of the VIVDS processor unit must be used for serial communications. The unit must be equipped with RS 170 (monochrome) or RS 170A(color) composite video inputs video inputs, so that signals from image sensors or other synchronous or asynchronous video sources can be processed in real time. BNC connectors on the front of the VIVDS processor unit or video patch panel must be used for all video inputs. The unit must be equipped with a single RS 170 composite video output. This output must be capable of corresponding to any one of the video inputs, as selected remotely via the field setup computer or front panel switch. Multiple video outputs requiring external cable connections to create a combined single video output must not be acceptable. A BNC or RCA connector must be used for video output on the front of the processor unit. Any other video formats used must prior approval by TxDOT TRF Signal Operation Engineer Software upgrades and/or changes MUST be presented to and approved by TXDOT TRF-TM division,before being used. Failure to do so will be grounds for termination of contract and probation for responsible party(s). The unit software and the,supervisor software must include diagnostic software to allow testing the VIVDS functions. This must include the capability to set and clear individual detector outputs and display the status of inputs to enable setup and troubleshooting in the field. 6. Camera Assembly. A. Camera. The video detection system must use medium resolution,monochrome image sensors as the video source for real time vehicle detection. The cameras must be approved for use with the VIVDS processor unit by the supplier of the VIVDS As a minimum, each camera must provide the following capabilities. 1. Images must be produced with a Charge Coupled Device(CCD) sensing element with horizontal resolution of at least 480 lines for black and white or 470 lines for color and vertical resolution of at least 350 lines for black and white or color Images must be output as a video signal conforming to RS170 2. Useable video and resolvable features in the video image must be produced when those features have luminance levels as low as 0 1 lux for black and white, and as low as 1 0 lux for color, for night use. 3. Useable video and resolvable features in the video image must be produced when those features have luminance levels as high as 10,000 lux during the day 5-10 6266 09-05 4. The camera must include an electronic shutter or auto-iris control based upon average scene luminance and must be equipped with an electronic shutter or auto- ins lens with variable focal length and variable focus that can be adjusted without opemng up the camera housing to suit the site geometry The vanable focal length must be adjustable from 6 min to 34 mm. B. Camera and Lens Assembly The camera and lens assembly must be housed in an environmental enclosure that provides the following capabilities. 1. The enclosure must be waterproof and dust tight to the latest NEMA 4 specifications. 2. The enclosure must allow the camera to operate satisfactorily over an ambient temperature range from-30°F to+165°F while exposed to precipitation as well as direct sunlight. 3. The enclosure must allow the camera honzon to be rotated in the field during mstallation. 4. The enclosure must include a provision at the rear of the enclosure for connection of power and video signal cables fabricated at the factory Input power to the environmental enclosure must be nominally 115 VAC 60 Hz. 5. A thermostatically controlled heater must be at the front of the enclosure to prevent the formation of ice and condensation, as well as to assure proper operation of the lens's ins mechanism. The heater must not interfere with the operation of the camera electronics, and it must not cause interference with the video signal. 6. The enclosure must be light colored or unfinished and must include a sun shield to minimize solar heating. The front edge of the sunshield must protrude beyond the front edge of the environmental enclosure and must include provision to divert water flow to the sides of the sunshield. The amount of overhang of the sun shield must be adjustable to block the view of the horizon to prevent direct sunlight from entering the lens. Any plastics used in the enclosure must include ultra violet inhibitors. 7. The total weight of the image sensor in the environmental enclosure with sunshield must be less than 10 lb 8. When operating in the environmental enclosure with power and video signal cables connected,the image sensor must meet FCC class B requirements for electromagnetic interference emissions. The video output of the cameras must be isolated from earth ground. All video connections for the cameras to the video interface panel must also be isolated from earth ground. Use waterproof, quick disconnect connectors to the image sensor for both video and power A camera interface panel capable of being mounted to sidewalls of a controller cabmet must be provided for protection of the VIVDS processor umt, camera video and power inputs/outputs. The panel must consist of, as a minimum, 4 Edco CX06 coax protectors, a 6-10 6266 09-05 Edco ACP-340 for the cameras and VIVDS processor unit power, a 10 amp breaker, a convenience outlet protected the ACP-340 and a terminal strip with a minimum of sixteen 8-' 32 binder head screws. The terminal strip must be protected by a piece of 1/8 in. Plexiglas. When the connection between the image sensor and the VIVDS processor unit is coaxial cable, the coaxial cable used must be a low loss, 75 ohm,precision video cable suited for outdoor installation, such as Belden 8281 or TxDOT approved equal. Camera mounting hardware must allow for vertical or horizontal mounting to the camera enclosure. Pelco AS-0166-4-62 or equivalent is acceptable. 7 Field Communication Link. The field communications link must be a one way communications connection from the camera to the equipment cabinet. The primary communications link media may be coaxial cable or fiber optic cable accompanied by a 3 conductor minimum 18 AWG, 24 VDC or 115 VAC camera power cable, or appropriate cable as approved. The following requirements must govern for the various types of field communications link media described on the plans. A. Coaxial Cable. In locations where the plans indicate coaxial cable is required as the primary communications link, this cable must be of the RG 59 type with a°nominal impedance of 75 ohms. All cable must have a polyethylene dielectric with copper braid shield having a minimum of 98 percent shield coverage and not greater than 0 78 dB attenuation per 100 ft. at 10 MHz with a minimum 18 AWG external 3 conductor power cable or approved equivalent as directed by the Engineer B. Fiber Optic Cable. If specified by the plans, furnish fiber optic cable in accordance with the special specification for fiber optic cable. C. Twisted Wire Pairs. Must be Belden 9556 or equivalent 18 AWG TWP control cable. All connection cables must be continuous from the equipment cabinet to the camera. No splices of any type will be permitted. Install lightning and transient surge suppression devices on the processor side of the field communications link to protect the peripheral devices. The suppression devices must be all solid state. Lightning protection is not required for fiber optic communication lines. The devices must present high impedance to, and must not interfere with, the communications lines during normal operation. The suppression devices must not allow the peak voltage on any line to exceed 300% of the normal operating peak voltage at any time. The response time of the devices must not exceed 5 nanoseconds. 8. VIVDS Set-Up System. The minimum VIVDS set-up system, as needed for detector setup and viewing of vehicle detections,must consist of a field setup computer and Windows based interface software(if required) or a video monitor with interface software built-in to the VIVDS processor unit. Live video (30 frames per second)must be available on the field setup computer to determine proper operation of detectors. The field set-up computer as a minimum, must have an NTSC video input port or equivalent. 7-10 6266 09-05 If a field setup computer is required for system set-up,it must be supplied by the supplier of the VIVDS. The field setup computer must include all necessary cabling and a Windows based program to interface with the VIVDS processor unit. This software must provide an easy to use graphical user interface and support all models/versions of the supplied VIVDS Live video with the detection overlaid is required for field verification of the system. 9. Temporary Use and Retesting. A. Temporary Use. When shown on the plans, the VIVDS equipment must be used to provide vehicle detection on a temporary basis. When the permanent vehicle detection system and related equipment are installed and made operational,the VIVDS equipment must be carefully removed and delivered to the location shown on the plans. B. State Retesting and Acceptance. Prior to acceptance, all VIVDS equipment may be retested by the State, even if the system was operating properly before removal. Repair or replace any equipment damaged during removal or transport and any equipment that does not meet the various test requirements. 10. Operation from Central Control. The central control must transmit and receive all information needed for detector setup,monitor the vehicle detection,view the vehicle traffic flow at a rate of 2 frames per second or greater for telephone, or 5 frames a second or greater for ISDN lines (as specified by the plans), and interrogate all required stored data. The remote communications link between the VIVDS processor unit and central control may be dial-up (telephone or ISDN lines) or dedicated twisted wire pair communications cable which may be accompanied with coaxial cable or fiber-optic cable, as shown on the plans. Commumcations with the central control must not interfere with the on-street detection of the VIVDS processor Quality of the video at 2 frames per second rate must be such that the view with the traffic flow is clear and m focus. 11. Installation and Training. The supplier of the video detection system must supervise the installation and testing of the video and computer equipment. A factory certified representative from the supplier must be on site during installation. In the event that the field setup computer is furnished by TxDOT, such installation and testing must be done at the time that training is conducted. Provide up to 2 days of training to personnel of TxDOT in the operation, setup and maintenance of the video detection system. Provide instruction and materials for a maximum of 20 persons and conduct at a location selected by TxDOT TxDOT will be responsible for any travel and room and board expenses for its own personnel. Instruction personnel are required to be certified by the equipment manufacturer The User's Guide is not an adequate substitute for practical, classroom training and formal certification by an approved agency Formal levels of factory authonzed training are required for installers, contractors and system operators. All training must be certified by the manufacturer 8-10 6266 09-05 12. Warranty,Maintenance and Support. The video detection system must be warranted to be free of defects m material and workmanship for a period of 5 years from date of shipment from the supplier's facility During the warranty period, the supplier must repair with new or refurbished materials, or replace at no charge, any product containing a warranty defect provided the product is returned FOB to the supplier's factory or authorized repair site. Return product repair or replaced under warranty by the supplier with transportation prepaid. This warranty does not apply to products damaged by accident,improperly operated, abused, serviced by unauthorized personnel or unauthorized modification. During the warranty period, technical support must be available from the supplier via telephone within 4 hours of the time a call is made by a user, and this support must be available from factory certified personnel or factory certified installers. Ongoing software support by the supplier must include updates of the VIVDS processor unit and supervisor software (if a field setup computer is required for set up). Provide these updates free of charge during the warranty period. The update of the VIVDS software to be NTCIP compliant must be included. The supplier must maintain a program for technical support and software updates following expiration of the warranty period. Make this program available to TxDOT in the form of a separate agreement for continuing support. The supplier must maintain an ongoing program of technical support for the wireless camera system. This technical support must be available via telephone or personnel sent to the installation site. The supplier must maintain an adequate inventory of parts to support maintenance and repair of the camera system. 13. Measurement. The VIVDS will be measured as each major system component furnished, installed,made fully operational, and tested in accordance with this special specification or as directed by the Engineer The VIVDS communication cable will be measured by the linear foot of the appropriate media type furnished, installed,made fully operational, and tested in accordance with this specification, other referenced Special Specifications or as directed by the Engineer When the VIVDS is used on a temporary basis, the VIVDS must be measured as each system furnished, installed, made fully operational, including reconfiguration and removal if required by the plans, and tested in accordance with this special specification or as directed by the Engineer This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2, "Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. When recorded video is required by the plans it will be paid for by each camera recorded. 14. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "VIVDS Processor System", "VIVDS Camera Assembly", "VIVDS Central Control", 9-10 6266 09-05 "VIVDS Set-up System", "VIVDS Temporary", "VIVDS Communication Cable(Coaxial)," "VIVDS Communication Cable(Fiber Optic)", "VIVDS Video Recording", and all accompanying software. These prices are full compensation for furnishing,placing, and testing all materials and equipment, and for all tools, labor, equipment,hardware, operational software package(s), supplies, support,personnel training, shop drawings, documentation, and incidentals. A 3-conductor power cable must be included with the communication cable. These prices also include any and all interfaces required for the field and remote communications honks along with any associated peripheral equipment, mcluding cables; all associated mounting hardware and associated field equipment; required for a complete and fully functional visual image vehicle detection system component. 10-10 6266 09-05 Departmental Material Specifications DMS 11170, Fully Actuated, Solid State Traffic Signal Controller Assembly DMS-11170, Fully Actuated, Solid-State Traffic Signal Controller Assembly Overview Effective Date August 2004 (new Specification) This Specification governs for a shelf-mounted, 16-phase, full-actuated, solid-state controller unit with internal time based coordination(TBC),railroad and fire(emergency vehicle)preemption(PE), diamond-intersection operation, and closed-loop secondary operation in a traffic signal controller assembly and cabinet assembly Supply the equipment type and options identified in the plans or the Invitation to Bid. Bidders' and Suppliers' Requirements To be accepted on bids,materials must have approved product codes or designations and be from prequalified producers. The Traffic Operations Division(TRF) of the Texas Department of Transportation (TxDOT)maintains the material producers list of approved producer product codes or designations. Use the following link to view this list: ftpliftp.dot.state.tx.us/pub/txdot-info/gsd/pdf/to4048preq2.pdf The supplier's facilities must be of sufficient size and staffing that all warranty repairs to the cabinet assembly can be made on a timely basis. The interpretation of`timely return of equipment' is no more than 18 calendar days from the date of receipt by the supplier to the return receipt of the equipment at the specified location. This requirement may be met by field service. Failure to meet these requirements may result in rejection of future bids. Ship the controller cabinet enclosed in cardboard on 4 in.X 4 in.(100 mm x 100 mm) runners covered with 0.5 in.(12.5 mm)plywood to facilitate handling. Runners consisting of stacked 2 in.by 2 in. (50 mm x 50 mm)boards are not acceptable. For ventilation purposes while testing, do not bubble wrap or package cabinet components in boxes when shipping. Use polypropylene strapping material to secure all cabinet components for shipping. Secure all load switches and flash transfer relays,but glass filament tape may be used for these components. Other means of securing components are acceptable but require written approval by TRF Signal Operations Engineer Procurement and Payment Payment for all materials under this Specification will be in conformance with provisions of the purchase order awarded by the Department or the conditions prescribed in the Contract awarded by the Department. Texas Department of Transportation 1 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Prequalification For prequalification, submit one signal controller cabinet assembly to the Texas Department of Transportation, Traffic Operations Division, 9500 Lake Creek Parkway,Austin,Texas 78717 The Traffic Operations Division(TRF)tests samples for compliance with this specification and updates the list to include materials that meet the requirements of this specification. If materials fail to meet any of the requirements of this specification,the producer may not resubmit for prequalification until 1 yr from original evaluation date. TRF may waive this time limit if provided with documentation from an independent testing facility stating that materials meet all requirements TRF will enforce the 1-yr time limit if, after retesting,the material again fails any of the requirements of this specification. All materials submitted for prequalification tests will be at no cost to the Department. Test and Acceptance Signal controller cabinet assemblies must meet or exceed all applicable National Electrical Manufacturers Association(NEMA), Texas Manual on Uniform Traffic Control Devices (MUTCD) and Institute of Transportation Engineers Standards and these Specifications.In addition to testing of preshipment samples, complete testing of signal controller assemblies may be required at any time before acceptance. Burn-in each controller cabinet assembly for a period of 48 hr at a temperature of 60°C or for a period of 96 hr at a temperature of 23°C.A certification must be included with or attached to each controller cabinet indicating the dates of the burn-in period, number of hours,burn-in temperature, and results. The Department may test any controller cabinet assembly under load in a shop environment for a period of at least 120 hr During this time,the entire controller cabinet assembly will be inspected for compliance with the Specifications.During this time,the Department will inspect the entire controller cabinet assembly for compliance with the Specifications. The Department may then perform any or all tests described in NEMA Standard Publication TS 2 1998 on 1 or more complete controller cabinet assemblies on a random sample basis. Environmental sampling and testing will be in accordance with "Tex-1170-T, Sampling and Environmental Testing of Traffic Signal Controller Assemblies Traffic Signal Controllers and Conflict Monitors." Testing will be performed in the normal operating(i.e.,nonflashing) range of 95-135 VAC All traffic signal cabinet assembly components must operate normally at 95 VAC,just as the unit would operate at 120 VAC If any of the assemblies fail any of the tests,the supplier will be permitted to make 1 complete repair of the order on a timely basis, which will be determined by the Department, and the testmg will be redone. The supplier must reimburse the Department for any retesting required during acceptance. The Department will base the cost for each retest, estimated at$1,500 per test,on time and charges. Texas Department of Transportation 2 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Minor discrepancies noted in sampling and test of this item received must be corrected within 30 days of written notice of the discrepancies or as stated in the notice. Major discrepancies that in the opinion of the Department will substantially delay receipt and acceptance of the item will be cause for cancellation of the purchase order Correct any discrepancies found in partial shipments before the delivery of subsequent shipments. The traffic signal controllers and cabinets must be identical to the approved preshipment sample Submit any deviations from the approved sample for evaluation and approval before any shipment is accepted for payment. Deviations from the approved sample after shipment of any parts of the order will be cause for rejection and nonpayment of the remainder of the order Excessive delays or noncompliance by the vendor at any point in the approval process may be cause for cancellation and nonpayment. Date of acceptance will be date that TRF approves the controller cabinet assembly Provide TRF with closed-loop software,hardware, and cables needed to monitor controller operations during testing. Warranty All equipment must have no less than 95%of the manufacturer's standard warranty remaining on the date that the contractor submits equipment invoices for payment.The Department will not accept any equipment with less than 95%of its warranty remaining. The cabinet assembly including all contents must be fully warranted for parts and labor for a minimum of 5 yr from the date of acceptance. Software and firmware updates must be included as part of the warranty Controller Unit The controller unit must meet the requirements of NEMA Standards Publication TS 2-1998 (TS 2), latest edition. Where a difference occurs,these requirements govern. The purchase document must identify either a TS 2 Type 1 interface or TS 2 Type 2 interface.This document specifies the cabinets for TS 2 Type 1 controllers.TS 2 Type 2 controller cabinets must use a cabinet specification identified in the bid document. Each controller unit must have a unique serial number permanently and neatly displayed on the face of the unit. Affix an additional temporary label, neatly printed or typed,to the controller unit face if the serial number is not on the face of the unit. Texas Department of Transportation 3 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Tragic Signal Controller Assembly Hardware Design Requirements—NEMA Controller Provide a controller unit that is completely solid state and digitally timed.All timing must be referenced to the 60-Hz power line. The dimensions of the controller unit must not exceed 12.2 in. (305 mm)H, 17 6 in(440 mm) W, and 12.2 (305 mm)D Supply both TS 2 Type 1 and TS 2 Type 2 controllers with Port 1 SDLC and Port 2 RS 232. The TS 2 specification defines the connectors.Port 3 must be capable of FSK communications with a 9-pin FSK connector,unless the plans specify radio communications Provide a 9-pin RS 232 or 25-pin RS 232 connector,as appropriate,if the plans specify radio communications. The controller unit must be built using 1 or more circuit boards. All printed circuit boards must be designed to plug into or out of a motherboard or harness within the unit. Requirement exceptions are the power supply,transformers, capacitors, and heat dissipating components. The design must allow for removal or replacement of a circuit board without unplugging or removing other circuit boards. The unit must be designed so that 1 side of each board can be completely accessible for troubleshooting and testing the unit while it is still operating. This may be accomplished with extender boards or cables. This need apply to only 1 circuit board at a time. No more than 2 circuit boards may be attached to each other to constitute a circuit subassembly Attaching hardware must use captive nuts or other approved method to secure the boards together The boards must be designed so that the Department can test and operate the controller unit with the boards separated. No circuit cuts will be allowed on circuit boards in any of the equipment supplied.Any wire jumpers included on circuit boards must be placed in plated through-holes specifically designed to contain them. Jumpers that are tack soldered to circuit traces or are added to correct board layout errors are not acceptable. All ICs with 16 or more pins must be mounted in machine-tooled sockets. To eliminate solder wicking, all sockets must have 2-piece,machined contacts and closed-end construction. The outer sleeve must be brass with tin or gold plating and tapered to allow easy IC insertion. Surface-mount devices are allowed. The inner contact must be beryllium- copper sub-plated with nickel and plated with gold. All sockets must have thermoplastic bodies meeting UL specification 94V-0 Other high-quality sockets may be acceptable but must have prior written approval of the TRF Signal Operations Engineer Sockets meeting alternate Specifications must be submitted in writing with the bids. Zero-insertion-force sockets are not allowed. Texas Department of Transportation 4 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Trafc Signal Controller Assembly Each of the following must be simultaneously displayed during standard NEMA dual-ring operation on the face of the unit: • Phases in service (1 per ring) • Phases next to be serviced (1 per ring) • Presence of vehicle call(1 per phase) • Presence of pedestrian call(1 per phase) • Reason for green termination (1 per ring) • Gap-out • Maximum time-out • Force-off • Pedestrian service (1 per ring) • Max II in effect(1 per ring) User programmed entries must be stored and maintained in nonvolatile memory Battery power is not allowed for this application. The controller unit must be designed to operate properly with the logic ground isolated from the AC neutral (common). Provide a high-quality keyboard with a rated lifetime of l x 106 operations or keystrokes on the front panel of the controller unit. The keyboard will be used for programming all user- entered timings and settings. Provide an operator entry that enables and disables the audible sound output(default must be enabled) Provide a direct-reading, alphanumeric liquid crystal display with back lighting on the front panel of the controller unit. The display must be clearly readable in ambient light— including the cabinet light, full sunlight, or the absence of light—from a distance of 1.0 m at a 45° angle. The display must have an automatic time-out feature unless the display has an expected continuous life of 10 yr or more, and must have an operating temperature range of —34°C to +74°C The display must blank out approximately 10 min. after the last keystroke is made The display must be a minimum 40-character x 4-line display The bidder may be required to supply literature demonstrating that all display requirements of this Specification are met before the awarding of the bid. (If a LCD contrast adjustment is required for visibility at temperature extremes,then the control must be on the face of the controller unit, adjustable without the use of tools.) Texas Department of Transportation 5 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Time Clock The clock must use the 60-Hz power line frequency as time base when power is present.The clock operating voltage range must be 89 to 135 VAC over the temperature range of—34°C to +74°C. A 10-yr lithium battery must maintain the time-of-day clock and digital data during a power outage lasting up to 30 days.Lead-acid,nickel-cadmium, or alkaline batteries are not acceptable. The time base clock must be maintained to within±0 005%at 20°C and to within a±0.02% over the specified operating temperature range as compared to Coordinated Universal Time (WWV) standard for a period of 30 days during periods when AC power is not applied. Clock-Calendar Programming Requirements The clock must: • be easily set to the year,month, day of month, day of week, hour, minute, and second and • must store sequences of operations in the form of 255 entries and 15-day plans. The keyboard must provide- * automatic daylight-savings time entry and • the capability for the user to program dates for fixed and floating holidays and special. Calendar adjustments for leap years must be automatic. Schedules Global Time Base Schedule Actuated Traffic Signal Schedule Entry Months Dates of Mo Days of Wk. Day Plan Time Base Actions 1 1-12 1-31 1-7 1-15 entry 1 actions 255 " " " " entry 255 actions Structure and Interrelationship of Programs The structure and interrelationships of each type of program must be in accordance with the following paragraphs A day plan must consist of the following: Hour Minute Action 1 (time to implement:action to implement) Hour Minute Action 10 (time to implement:action to implement) where each action is unique. There must be a minimum of 10 actions per day plan. There must be a minimum of 15-day plans Texas Department of Transportation 6 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Each action in a day plan must consist of a group of the following objects. • pattern, consisting of: • cycle length • offset • split • MUTCD flash(on-off) and • free operation • sequence • special functions 1-8 (on-off) • auxiliary functions 1-3 (on-off) • mode of operation (a means of changing operating modes by time of day) • maxll • gap/extension II and • phase omits. Any or all of these may be selected within a single action. Transfer into and out of FLASH must be in accordance with the Texas MUTCD It must be possible to program each phase and overlap to flash either yellow or red via the front panel of the controller unit. This must be accomplished by flashing the load-switch driver outputs simultaneously An entry must consist of time period implemented. day plan,months, dates of the month, and days of the week. A minimum of 255 entries must be programmable. There must be a copy feature that allows the transfer of entries between day plans. Other programming schemes that meet the functional intent are acceptable but require approval in writing by the TRF Signal Operations Engineer Program Requirements Programming Programming of the controller unit must be by the use of a keyboard and display on the front of the controller unit. Programming must require only simple keystrokes aided by full menu displays. Texas Department of Transportation 7 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Ease of programming through a well-organized menu structure and ease in interpreting the display are required for acceptance. The menu structure must contain a main menu that contains options for all sections of the controller on 1 screen.Each option must be selectable by a numeric entry Each subsequent menu must be a detailed breakdown of 1 of the previous menu options. Each menu option must be a descriptive name to prompt the user to the desired section for programming. All entries must be displayed and entered in plain English. Toggle-type entries must be set by entering YES-or-NO or ON-or-OFF responses. Non-alphanumeric symbols and abbreviations used to display information must be clear and unambiguous in meaning.Numeric entries must be in the Base-10 (decimal)number system. Entries in other number bases, such as hexadecimal or binary, are not acceptable. A user-selectable, 4-digit(minimum) code must be available to secure access to timing and configuration of the unit. Display features must be available without the need to access the unit. The controller units must be supplied with the code preset to all zeros.Internal DIP switches may be used to establish codes. Instructions for use of the access code must not be provided on the face of the unit. A keyboard-entered, coded command(a series of commands or entries,not a single entry) must be provided setting all controller and TBC timings and entries to a default or inactive value. This coded command must allow new values to be entered without first deleting prior entries With the intersection display active, a keyboard command must enable the keyboard for the user to place a call to each phase individually Phase Operation In NEMA operating mode,the controller unit must provide a minimum of 16 possible phases and 8 possible overlaps. The overlaps must be designated as A,B, C,D,E,F, G, and H. All overlaps must be programmable through the keyboard and mustefunction as specified by TS 2. Each of the NEMA timing intervals must be programmable for a minimum of 8 phases at a time from the same display screen in a spreadsheet format. The display may be rolled or paged down to display additional intervals or information. The controller unit must have a copying mode whereby the user after having programmed all intervals of 1 phase,may copy this information into all or selected remaining phases. Other versions of the copying process that meet the functional intent are acceptable. In addition to the modes defined by TS 2,the following modes must be available on a per- phase basis • Soft Recall and • Phase Omit. Texas Department of Transportation 8 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly The following configurations, as a minimum,must be programmable within the controller unit and be user selectable: • 8-Phase NEMA • 8-Phase Sequential • NEMA phasing to the left of the barrier,sequential phasing to the right of the barrier (Quad Sequential) • 4-Phase Diamond • 3-Phase Diamond and Separate Intersection(see `Program Requirements' under'Diamond Operation.') The controller must have a configuration that allows user-programmable rings (compatibility lines,reference points to prevent concurrent selectiontand timing of conflicting phases) A minimum of 4 rings must be available in this configuration. The controller must have programmable conflicting phase settings where simultaneous operation of compatible phases is not allowed. Provide a dynamic maximum operation that increments the current maximum in programmable steps (dynamic max step) in seconds to a maximum limit(dynamic max limit) in seconds. The operation must function as defined by NEMA Standard Publication National Transportation Communications for ITS Protocol's(NTCIP) 1202.1996 (TS 3.5), "National Transportation Communications for ITS Protocol (NTCIP) Object Definitions for Actuated Traffic Signal Controller Units." The TBC must select and coordinate reversible left-turn sequence operations (dual leading, leading and lagging, or lagging and leading left turns). It must be possible to transfer operation from 1 sequence to another at a preprogrammed time. Transfer must take place at To during coordination(see 'Coordination'under'Program Requirements'2nd paragraph). Pedestrian Timing Actuated pedestrian movements must operate as follows • When no pedestrian calls are present,the normal phase timings will be effective for service of the intersection. • When a pedestrian call is present,the call will be serviced by extended phase timings that account for pedestrian crossing times and override the normal phase timings.If the intersection is coordinated, it may drop out of coordination when servicing the pedestrian call if the pedestrian times exceed the vehicle splits. The controller must return to coordination in the manner described in this Specification after the call is serviced. The controller must rest in main street green and Don't Walk when no actuated pedestrian calls are present. Texas Department of Transportation 9 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Coordination Provide a minimum of 16 timing plans,each with a unique cycle length and split combination, in accordance with TS 2. Each of the 16 timing plans must have 3 unique offsets available. Each cycle length selection must be changeable from 30 to 255 sec. in 1- sec increments. Split and offset selections must be adjustable from zero to 254 in 1-sec increments. The coordinator must reference a system-wide reference cycle timer(system cycle timer). The term To will refer to the point in the local cycle timer when the first coordinated phase (or leading coordinated phase if the user selected a pair of coordinated phases) is scheduled on for the first time. Note This may not be the beginning of green in the case of early return. The offset must be the amount the local cycle timer is behind the system cycle timer Example- If the offset is+10 sec.,then To (the point at which the local cycle timer is at zero will occur when the system cycle timer is at 10 sec There must be 2 modes of automatic coordination programming, fixed and floating force-off modes. The following information must be all that is required from the user to establish a pattern. • basic NEMA controller timing • cycle length in seconds • phase sequence desired for the particular pattern • total seconds of the cycle that a phase is to be active including green,yellow, and red clearance times when there is constant demand on all input detectors • the coordinated phase or phases (from `Coordination' and it's associated paragraph below) and • the offset of the first coordinated phase serviced in the sequence from the reference clock's To in seconds. Using the above information in fixed force-off mode,the coordinator must perform the following functions for each pattern. • Guarantee the coordinated phase programmed time will be serviced in its entirety to achieve coordination between intersections (when not correcting) The programmed time of the first coordinated phase in the phase sequence must start at To. • Calculate each phase's force-off point,which is the point at which a phase's green must terminate in order to not violate the following phases'programmed times. • Calculate the beginning of each phase's permissive window,which is the point in the cycle when the coordination phase is allowed to yield to each corresponding phase. Texas Department of Transportation 10 08/2004 Departmental Material Specifications DMS 11170, Fully Actuated, Solid State Traffic Signal Controller Assembly • Calculate the end of each phase's vehicle permissive window,which is the point preceding a phase's force-off point by its minimum time and the prior phase's clearance time. Any phase receiving a vehicle call before the end of vehicle permissive window will be serviced during the current cycle. • Calculate the end of each phase's pedestrian permissive window,which is the point preceding a phase's force-off point by pedestrian `Walk' and pedestrian-clearance times and the prior phase's clearance time.Any pedestrian call received by a phase before the end of pedestrian permissive window will be serviced during the current cycle up to the beginning of the phase vehicle green. • Guarantee that each phase's programmed time be serviced in full if a call was received before the beginning of permissive window and the phase does not terminate due to gap out. Using the same information in floating force-off mode,the coordinator must operate in the same manner as fixed force-off mode except that if a noncoordinated phase is entered early, it will remain active only for the time programmed in the split time.Automatically setting the max timer in each split to accomplish this function is acceptable. No percentage inputs are allowed. Once the information for phase service is entered via the keyboard,the controller unit must test the plan to insure that the plan does not violate any minimum times based on the specified numbers and cycle length.If a faulty plan is detected, the controller unit must show an error code indicating the problem. If the error is not corrected,the controller unit must run in free-operation mode whenever the erroneous plan is selected. If actuated pedestrian movements are programmed,the coordinator must ignore errors detected due to the pedestrian Walk and clearance times violating the phase split time for any actuated pedestrian. The coordinator must be programmable to seek offsets by short-way(lengthening or shortening the cycle length up to 20%) and by dwell in the coordination phase awaiting the proper offset. The user will determine which method and may program the longest permissible dwell times. The controller unit's coordination program must be designed to be programmed from the front panel to emulate the operation of a pretimed controller by recall for applications where no vehicle detection is provided. For each configuration, a coordinated phase must be selected from Ring 1 A coordinated phase must also be selected from other rings if a compatible phase with the Ring 1 coordination phase exists. The coordinated phase or phase pair must be selectable from 1 of the individual phases or phase pairs shown in the following table Texas Department of Transportation 11 08/2004 Departmental Material Speccations DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Configuration Coordinated 8 Phase NEMA dual Quad 8 Phase Phase(s) ring and 34)Diamond Sequential Sequential 44)Diamond Individual — 4 or 8 2,4,6,or 8 _ — Pairs 2&6or4&8 2&6 — 2&5,4&5, 1 &6,orl &8 Compatible phase pairs must not be forced to begin simultaneously When establishing its offset from the reference point,the coordinator must reference only the leading edge of the sync pulse,regardless of its width. The internal coordination and upload and download programs must not interfere with normal intersection operation except when changing ring structure in the controller or active phases. These operations (i.e., changing ring structure and active phases)must require a confirmation and put the controller in a flash condition and a restart sequence. The implementation of revised timing parameters loaded into the timer must be programmed to occur only at points in the controller coordination cycles that do not alter the controller phase sequence. The controller unit may temporarily drop out of synchronization during the upload or download, but must continue to operate. TBC The internal reference sync pulse, from which the local offset is calculated,must resynchronize at midnight, or the resynchronization must be user programmable with a default to midnight. A pulse must be generated whenever the time-of-day clock shows a time that is an exact multiple of the current cycle length after this resynchronization.In case of a power failure, resync must be calculated from the programmed resync time. The power failure recovery routine must accommodate the case of a power failure at midnight. Diamond Operation Program Requirements Phase numbers must be assigned to traffic movements as shown on the diamond intersection layout in the following figure. Overlap A(OL A) is defined as phases 1+2. Overlap B (OL B) is defined as phases 5+6 Texas Department of Transportation 12 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly ,(1)3 (4 �--OL A 11-4 6 (1) 1 4)2 --► OL B�� 4)8 Figure 1 Assignment of Phase Numbers for Diamond Intersection Layout There must be 6 additional user-programmable overlaps All additional overlaps must be programmable through the keyboard and must function as specified by TS 2. The controller unit must be programmable for 4-phase and 3-phase diamond operation as well as for 2 independent, 4-phase rings (separate intersection operation) as shown in the following figure. Ring 1 -► 1 2 3 4 Ring 2 —n 5 6 7 8 — Figure 2 Separate Intersection Ring Structure The following modes must be available for each phase and for the intervals identified as special intervals in 3-phase and 4-phase operation. • Maximum Recall • Minimum Recall • Pedestrian Recall • Detector Locking and Non-Locking Memory • Phase Omit. The controller unit must be designed to provide pedestrian phasing with phases 2,4, 6, and 8 All timing entries and displays must be available for phases 3 and 7 The operation of the controller unit as a 4-phase, 3-phase,or separate-intersection-operation diamond must be keyboard selectable. This must be overridden while under closed-loop system control or by TBC control. Texas Department of Transportation 13 08/2004 Departmental Material Specifications DMS 11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Four-Phase Operation The controller unit must perform the sequences for 4-phase and 6-phase diamond operation defined in the series of 6 figures captioned. "Four-Phase Operation Sequence." The normal 4-phase operation sequence must be 25—+45-16-*18 The 6-phase operation sequence must be 25-4 35—>45-16—*17-->18 The point at which operation may be switched from 4-phase to 3-phase operation must be at the clearance interval 2516B or 2518B to the 3-phase clearance interval 15 Concurrent Timing Requirements Refer to the series of 6 figures captioned. "Four-Phase Operation Sequence"for the following descriptions. Intervals 4516B and 4516C must time concurrently with interval 16,however, interval 16 may not terminate green until interval 4516C has timed out. Intervals 3516B and 3516C must time concurrently with interval 16, however, interval 16 may not terminate green until interval 3516C has timed out. Intervals 1825B and 1825C must time concurrently with interval 25,however, interval 25 may not terminate green until interval 1825C has timed out. Intervals 1725B and 1725C must time concurrently with interval 25, however, interval 25 may not terminate green until interval 1725C has timed out. All left-to-right internal clearance times (intervals 4518B, 4517B, 3518B, 3517B,2518B, 2517B, and 2516B)must use the same timing settings for minimum green, extension, maximum (max) green, yellow clearance, and red clearance. All right-to-left internal clearance times (intervals 1845B, 1835B, 1745B, 1735B, 1645B, 1635B, and 1625B)must use the same timing settings for minimum green, extension,max green,yellow clearance, and red clearance Separate timing settings for minimum green, extension,max green,yellow clearance,and red clearance must be provided for each of the 4 external clearance intervals (1825B, 1725B, 4516B, and 3516B) Texas Department of Transportation 14 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly From 25 Clearance Interval Clearance Interval Int eal Clearance Interval al L____ \\ 4 � 1 1 � 1 to,35 or 45 � � ,117or 18 1�_ — �\ -7r--- M n; I I \-- IL I 1\7 - I I I7 2535A or 2545A 2516A 2517A or 2518A 2516B* 2517B*or 2518B* -�u_I— \\l u I- n n I\ -7 1 1 4 4\7 2516C 2517C or 2518C *Special Interval Figure 3 Four-Phase Operation Sequence—Clearance Intervals from Phase 25 From 45 Clearance Interval Clearance Interval Clearance Interval to 25 or 35 to 16 to 17 or 18 __\\IfI I I— \\l;U L_ _\\II I Ir �\l:1---I I- 4) .' —I I -ri °7 ---I I I M\-- -----rn 1\7 -71-1 NV 4525A or 4535A 4516A 4517A or 4518A _\11I I_ ��I I I_ 4516B* 4517B*or 4518B* -1+I �7 -----IfnN7 *Special Interval 4516C 4517C or 4518C I Figure 4 Four-Phase Operation Sequence—Clearance Intervals from Phase 45 Texas Department of Transportation 15 08/2004 Departmental Material Specifications DMS 11170, Fully Actuated, Solid State Traffic Signal Controller Assembly From 18 Clearance Interval Clearance Interval Clearance Interval to 16 or 17 to 25 to 35 or 45 .\�1 _I I— —\\�1 l—I� I I I \\t I I I, nI IIN\-- nn'INV I 71 1I\ n I\7- 1816A or1817A 1825A 1835A or 1845A —1—MIN\-- I-177 1825B* 1835B*or 1845B* *Special Interval I I :N7 1825C I 1835C or 1845C Figure 5 Four-Phase Operation Sequence—Clearance Intervals from Phase 18 Clearance Interval Clearance Interval Clearance Interval From16 41 t 17or18 to25 to35or45 - 1 it L— I 1617A or 1618A 1625A 1635A or 1645A II JJI 1625B* 16358*or 1645B* _I L- - I I� 1625C 1635C or 1645C *Special Interval Figure 6. Four-Phase Operation Sequence—Clearance Intervals from Phase 16 Texas Department of Transportation 16 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly From 17 Clearance Interval Clearance Interval Clearance Interval to 1 8� \� to 25I I -\\tg 35 or 151 itI 17 -1 ~ram -1 �,f� n I� 7 -1 n tr 1716A or 1718A 1725A 1735A or 1745A —InN\ Ifl 1725B* 1735B*or1745B* N *Special Interval 1725C 1735C or 1745C Figure 7 Four-Phase Operation Sequence—Clearance Intervals from Phase 17 From 35 Clearance Interval Clearance Interval Clearance Interval to 25 or 45 I i �� l_J L_ �� L I L tl17 or fib I -J '- 3525A or 3545A 3516A 3517A or3518A \1 _\\1LJI In�� n� — 351613* 3517B*or 3518B* __\\ L_I_I ��tI uI —I n 7. i-K7 3516C 3517C or 3518C *Special Interval Figure 8 Four-Phase Operation Sequence—Clearance Intervals from Phase 35 Diamond Detector Operation The loop-detector layout for 3-phase,4-phase,6-phase,or separate-intersection diamond operation must be as shown in the following figure. The detector operation defined must be automatically loaded when any diamond sequences are selected. Texas Department of Transportation 17 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly •:1)4 (1)3 3 El 12 \\\' . �� 15 © 41 6 1 10 1 4)5 5 I @ 2 ❑2 [ 11 13 14 16 Q Figure 9 Loop-Detector Layout for Diamond-Intersection Operation The controller unit software must provide the logic for detector operation described in the following table Detector Operation Requirements Detector _ 4-and.3-Phase Requirements 1 In 4-phase operation. • Must call phase 6 if Overlap A is not green and phase 7 is not called. • Must call phase 6 if Overlap A is not green and phase 8 is not called. • Extend intervals 2516B,2517B,2518B,4517B,4518B,3517B,and 3518B. In 3-phase operation: • Must call and extend phase 1 (left turn). 5 In 4-phase operation. • Must call phase 2 if Overlap B is not green and phase 3 is not called. • Must call phase 2 if Overlap B is not green and phase 4 is not called. • Extend Intervals 1625B, 1635B, 1645B, 1735B, 1745B, 1835B,and 1845B. In 3-phase operation. • Must call and extend phase 5(left turn). 2,3,4,6, These setback detectors(or detector sets)belong to the parent phases with the same number 7,and 8 (e.g.,detector 2 belongs to phase 2)as shown in the figure titled 'Loop-Detector Layout for Diamond-Intersection Operation.' These detectors must have a 2-sec. delay set during red conditions of their parent phase.The detectors are used to extend the parent phase during green. 11, 12, 15, These detectors are stop bar detectors and are used to call the associated parent phases shown in 16, 17, the figure titled'Loop-Detector Layout for Diamond-Intersection Operation.' The parent phase and 18 green plus a call for that phase plus a 0.2-sec.gap on the detector must disable the detector until the end of green. Texas Department of Transportation 18 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly 9 and 10 In 4-phase operation. • Must extend phase 2 if phase 3 is called • Must extend phase 2 if phase 4 is called • Must call phase 6 if Overlap A is not green and phase 7 is not called • Must call phase 6 if Overlap A is not green and phase 8 is not called • Extend intervals 2516B,2517B,2518B,4517B,4518B,3517B,and 3518B In 3 phase operation. • Must function as a phase-1 calling detector during phase 3 or 4 and as a phase-1 extending detector when a phase 3 or 4 call exists 13 and 14 In 4 phase operation. • Must extend phase 6 if phase 7 is called • Must extend phase 6 if phase 8 is called • Must call phase 2 if Overlap B is not green and phase 3 is not called • Must call phase 2 if Overlap B is not green and phase 4 is not called • Extend Intervals 1625B, 1635B, 1645B, 1735B,1745B, 1835B,and 1845B In 3 phase operation. • Must function as a phase-5 calling detector during phase 7 or 8 and as a phase-5 extending detector when a phase 7 or 8 call exists Three Phase Operation The controller unit must be keyboard selectable for 3-phase diamond operation. The controller unit must perform the sequences for 3-phase diamond operation defined in the figure titled `Three-Phase Diamond Operation' and in the table titled `Three-Phase Diamond Sequence ' The normal sequence of operation must be 4+8-2+6—*1+5 The point at which operation may be switched from 3-phase to 4-phase operation must be through the transition phase sequence to 4-phase interval 25 as indicated in the figure titled `Three-Phase Diamond Operation.' The controller must be programmable for simultaneous gap operation for phases 4 and 8 in 3-phase operation to allow a phase to extend out of a green rest state. When the phase or phases to be serviced next conflict with both phases being serviced,both concurrent phases must reach a green rest state together before they terminate. Termination of the max timer or application of a force-off must override this feature. The phases must not be allowed to advance to a green interval beyond the rest state that might override or defeat the simultaneous gap operation. Texas Department of Transportation 19 08/2004 Departmental Material Specifications DMS-1 1170, Fully Actuated, Solid State Traffic Signal Controller Assembly __kw l_ 18 r 4- E� r6 ff nr-� I J L5 I I� J 15 7nf Transition Phase to t 4 Phase Operation Figure 10 Three-Phase Diamond Operation • Three-Phase Diamond Sequence Three-Phase Diamond Sequence From IF AND _ GO TO Interval Call On No Call On_ Interval 48 2 and 6 ---- 2+6 2or6 1or5 2+6 1 and 6 2 1+6 2 and 5 6 42+5 5 1 or2or6 4+5 4 and 5 8 4+5 If Min Time of 5 Can be Serviced Before Max Time of 4 1 2 or 5 or 6 1+8 1 and 8 4 1+8 If Min Time of 1 Can be Serviced Before Max Time of 8 1 and 5 2 or 6 1+5 45 8 ---- 4+8 if 4+8 Was Not Serviced Immediately Before 4+5 8 1 or 2 or 6 4+8 2 and 6 8 2+6 6 8 or 1 2+6 2 8or6 2+5 l and 6 8 or 2 1+6 1 8 or 2 or 6 1+5 18 4 ---- 4+8 if 4+8 Was Not Serviced Immediately Before 1+8 4 5or2or6 4+8 2and6 4 2+6 2 4or5 2+6 6 4 or 2 1+6 2and5 4or6 2+5 5 4 or 2 or 6 _1+5 Texas Department of Transportation 20 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Three-Phase Diamond Sequence From IF AND GO TO Interval Call On No Call On Interval 26 (1 and 5)or 4 2 or 6 1+5 or 8 5 6or4or8 2+5 2 and 5 6 2+5 1 2or4or8 1+6 1 and 6 2 1+6 25 1 or 8 ---- 1+5 4 l or 8 4+5 6 l or 4 or 8 2+6 16 4 or 5 ---- 1+5 8 4 or 5 1+8 2 4or5 or 2+6 15 4 and 8 ---- 4+8 4 8 4+5 8 4 1+8 2and6 4or8 2+6 2 4or6or8 2+5 6 2or4or8 1+6 Coordination-Control Hierarchy When the system switch is in the SYSTEM position,the controller unit must be under the control of the master controller or TBC. In the absence of any on lme closed-loop-system control by a master controller,the internal TBC must control the coordinated, free, and flash operation of the intersection when the system switch is in the SYSTEM position. When a master controller brings the intersection on line, its control must supersede that of the internal time-base coordination. When the system switch is in the FREE position, the controller unit must operate in a noncoordinated(free)mode PE The internal preemptor supplied must be easily programmable from the front panel for either railroad-or emergency-vehicle PE sequences. Phases must be selectable such that a limited signal sequence may be operational during PE. It must be possible to add phases that are not in the intersection sequence to this special limited sequence. This must be accomplished without adding external logic Texas Department of Transportation 21 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly The intervals shown in the following table must be provided as a minimum. Terminology may vary, but the meaning must be clear Additional unspecified intervals that may lead to confusion must be programmable to zero. If abbreviations are used on the display,they must be defined on the front panel. While in PE,the display must clearly identify the intervals being timed as PE intervals.Yellow and red clearances from the phase timings may be used in place of the clearance intervals shown. PE Timing Interval Definitions All intervals are sequential. Interval Description 0 PE Delay This time must start immediately when the PE command is received.It must not affect the normal operation of the controller unit until the delay time out occurs. This interval may be used for emergency-vehicle(fire-lane)PE delay If zero time is set,the interval must be omitted. 1 PE Minimum Duration The PE sequence must not terminate until the PE input signal is removed and the Minimum Duration time has expired. 2.PE Minimum Green Any vehicle signal that is green at the time this interval becomes active must not terminate unless it has been displayed for at least the time programmed in this interval.If zero time is set,the interval must be omitted. 3 PE Minimum Walk PE Minimum Walk Time(in seconds).A PE-initiated transition must not cause the termination of a Walk before its display for this period. 4 PE Ped Clearance At the time of PE call,walk-indications must immediately change to Pedestrian Clearance interval.The Pedestrian Clearance interval must not terminate unless it has been displayed for at least the time programmed in this interval.If zero time is set,the interval must be omitted. 5 PE Track Green Signals programmed as track(or fire-lane)signals must remain green or be changed to green.All other signals must be red.This interval must be optionally programmable to zero during emergency-vehicle PE. 6.PE Dwell Green Minimum Dwell Time(entered in seconds).This parameter controls the minimum timing for the dwell movement.The phases allowed during the dwell interval must be selectable to include all phases that do not cross the track.The dwell interval must not terminate before the completion of PE-duration time and PE-dwell time,and until the call is no longer present.Each signal must be keyboard-programmable for red,red flash,yellow flash,or green.As an alternative,a limited cycle must be programmable for use with railroad PEs. 7 PE Exit Ped Clear PE Exit Pedestrian Clear Time(in seconds).This parameter controls the pedestrian clear timing for a walk signal transition to the exit phase or phases. 8.PE Exit Yellow This interval must provide a solid yellow clearance for indications that were green or flashing yellow Red and flashing red displays must display solid red. 9 PE Exit Red Clearance This interval must be an all-red clearance in preparation for return to the normal cycle.Return phases must be programmable from the keyboard. 10 PE Max Call This interval is the amount of time that a PE call may remain active and be considered valid.When the PE call has been active for this amount of time,the controller must return to normal operation.The PE call must be considered invalid until the call is no longer active. Texas Department of Transportation 22 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly The following table shows PE timing interval ranges PE Timing Interval Ranges Timing Interval Time Increments (seconds) (seconds) 0 PE Delay(Emergency vehicle PE) 0-999 1 1 PE Minimum Duration 0-999 1 2.PE Minimum Green 1-255 1 3 PE Minimum Walk 1-255 1 4 PE Ped Clearance 1-255 1 5 PE Track Green 1-255 1 6.PE Dwell Green 1-255 1 7 PE Exit Ped Clear 0-255 1 8.PE Exit Yellow 3.0-25.5 0 1 9 PE Exit Red Clearance 0-25.5 0 1 10 PE Max Call 0-999 1 The phases to be serviced following the PE sequence must be front-panel-keyboard programmable. Preempt sequences must be selectable using external inputs. Preempt priority must be assigned with#1 being the highest. If a higher-priority PE input is received during a PE sequence,the controller unit must immediately transition to the new sequence subject to the constraints of PE Minimum Green and PE Minimum Walk. The transition must take place in a safe manner from any point in the sequence and must meet all Texas MUTCD requirements. Provisions must be made to clear 2 conflicting track phases from a single PE input. This may be provided by 2-track clearance phases for a single PE or by combining 2 PEs. PE 1 must be reserved for a priority railroad PE. If more than 2 PEs are provided, it must be possible to delete the priority override for all but the railroad PE. If a nonpriority PE is activated during another PE cycle,the one in progress must continue through its entire cycle. If the second PE input is still active when the first one is completed,the controller unit must immediately go to all-red flash or initiate the nonpriority PE. When all PE inputs are removed,the controller unit must proceed through the normal sequence to Return Red Clearance(interval 9). Once the controller unit has entered the first timed interval following Preempt Delay (interval 1),the sequence must continue to the end, even if the PE call is dropped. If the call returns,the Minimum Preempt Duration (interval 1)the controller unit should reinitiate track green and complete the PE sequence. Texas Department of Transportation 23 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly The controller unit must be programmable to be in flash or in limited sequence during interval 6 If flash is specified,the phases must flash yellow or red as programmed from the front panel. Flash must be implemented by simultaneously flashing the appropriate load- switch driver outputs. If limited sequence is selected, all phases must be programmable even if not normally used in the intersection sequence. In the event of a power interrupt as defined by TS 2, if the PE command is present when power is restored, the controller unit must power up in cabinet flash operation and remain there until the PE command is removed. Overlap phases must begin and terminate with the parent phases as described in TS 2.If the PE call occurs during yellow or red displays between parent phases,the overlap phase must display a minimum of 3 sec of yellow and a minimum of 1 sec. of red clearance Don't Walk must be displayed throughout the PE sequence unless a limited cycle is run. During a limited cycle (interval 6)the pedestrian heads may be programmed to be dark. Preempt routines must have priority over all controller functions. The controller must be programmable to allow multiple track clearance phases either within a single PE sequence or by mapping multiple PEs together in all modes of operation including 3-phase and 4-phase diamond modes. Closed-Loop Operation and Monitoring Software(CLS) The controller software must either be capable of implementing the NTCIP or be downward compatible with CLS masters supplied by the same manufacturer since January 1992 and provide all necessary components to upgrade to NTCIP, as specified by the plans. Short-haul FSK modems,necessary to operate the controller as a closed-loop-system secondary, must be provided internal to the timer All necessary cables and communication ports needed for operation in a closed-loop-system cabinet must be provided. The modems must meet TS 2 environmental requirements for traffic signal equipment. Window-based CLS software must be provided(with a minimum of 5 licensed users per copy), according to the plans or the Invitation to Bid,that allows the monitoring, setup,and programming of all controller unit timing entries, functions, and features. These functions and features must include but not be limited to the following• • monitoring signal indications, detectors, alarms, and time-base functions • controller-database error checking • coordination parameters • remote resetting of coordination errors • toggle-special function outputs from the controller Texas Department of Transportation 24 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly • ability to receive reports and alarms generated from the controller • setting up the dial-up modem for the traffic-signal controller needed to accomplish the remote operation through the controller or the PC software The setup strings for Hayes-compatible modems (including Hayes, US Robotics, and Computer Peripherals modems as a minimum) must be provided. All controller-keyboard capabilities must also be available remotely through the computer interface through a telephone modem connection.The software must not require that the controller unit be connected while making entries until the actual download-upload process. Personal data assistants (i.e., Palm Pilot®TM,IPAC's®TM, etc.)must also be provided according to the plans or the Invitation to Bid.All necessary cables and hardware to upload and download intersection-timing programs must be provided. A cable must be supplied to direct-connect the controller to a PC in order to upload and download data as well as monitor the controller operation. The controller must have a minimum of 8 detector inputs per intersection for use with closed-loop-system operation.The system must report volume and occupancy counts based on a user-selectable time period for each detector Storage of this data may take place at either the local controller or on-street master Allowances in the software must be made for a minimum of 8 system detectors at any local controller, in addition to any local detectors. NTCIP Compliance The controller software must comply with the referenced NTCIP Standards when installed. The software must comply with the versions of the relevant NTCIP standards that are current at the date of this document or a later version. The software must comply with NEMA Standard Publication TS 3.2-1996(TS 3.2), "The Simple Transportation Management Framework," and must meet the requirements for Conformance Level 2. The software must comply with NEMA Standard Publication TS 3.3- 1996(TS 3.3), "The Class B Profile," and must include both an EIA/TIA 232-E and an FSK modem interface for NTCIP-based communications. The software must implement all mandatory objects of all mandatory conformance groups as defined in "Global Object Definitions,"NEMA Standard Publication NTCIP 1201 1996 (TS 3 4) • Configuration Conformance Group and Actuated Signal Controller Object Definitions, NEMA Standard Publication NTCIP 1202.1996 (TS 3.5) • Phase Conformance Group • Detector Conformance Group Texas Department of Transportation 25 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly The software must implement all mandatory objects of all optional conformance groups as defined in "Global Object Definitions,"NTCIP 1201 1996 • Database Management Conformance Group • Time Management Conformance Group • Time Base Event Schedule Conformance Group • Report Conformance Group • STMF Conformance Group • PMPP Conformance Group and Actuated Signal Controller Object Defmitions,NTCIP 1202. 1996 • Volume Occupancy Report Conformance Group • Unit Conformance Group • Special Function Conformance Group • Coordination Conformance Group • Time Base Conformance Group • Preempt Conformance Group • Ring Conformance Group • Channel Conformance Group • Overlap Conformance Group • TS 2 Port 1 Conformance Group The software must also implement the following optional objects as defined in the "Global Object Definitions," NTCIP 1201 1996 • globalSetlDParameter • dbMalcelD • eventLogOID • eventConfigAction and • eventClassDescription. The software must also implement the following optional objects as defined in the "Actuated Signal Controller Object Definitions,"NTCIP 1202 1996 • unitRedRevert • phaseDynamicMaxLimit • phaseDynamicMaxStep • phaseControlGroupTable Texas Department of Transportation 26 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly • ringControlGroupForceOff • vehicleDetectorQueueLimit • vehicleDetectorFailTime • vehicleDetectorReportedAlarms ♦ alarmGroupTable • specialFunctionOutputTable ♦ preemptMinimumGreen • preemptMinimumWalk • preemptEnterPedClear • preemptState • preemptControlTable • ringControlGroupMax2 and • ringControlGroupMaxlnhibit. All objects required by these procurement Specifications must support all values within their standardized ranges, unless otherwise approved by the Project Engineer A size,range, or enumerated listing indicated in the object's SYNTAX field or through descriptive text in the object's DESCRIPTION field of the relevant standard defines the `standardized range.' The following table provides the current listing of known variances for this project: Object Range Values for Actuated Signal Controllers Object Minimum Project Requirements NTCIP 1201.1996: moduleType Value 3 dbCreateTransaction All Values dbErrorType All Values globalDaylightSaving Values 2&3 maxTimeBaseScheduleEntries 255 maxDayPlans 15 maxDayPlanEvents 10 maxEventLogConfigs 255 eventConfigMode Values 2 thru 5 eventCorifigAction Values 2&3 maxEventLogSize 255 maxEventClasses 7 maxGroupAddress 2 NTCIP 1202.1996: maxPhases 16 phaseStartup Values 2 thru 6 phaseOptions All Values Texas Department of Transportation 27 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Object Range Values for Actuated Signal Controllers Object Minimum Project Requirements maxPhaseGroups 2 maxVehicleDetectors 32 vehicleDetectorOptions All Values maxPedestrianDetectors 8 unitAutoPedestrianClear All Values unitControlStatus All Values unitFlashStatus All Values unitControl All Values maxAlarmGroups 1 maxSpecialFunctionOutputs 8 coordCorrectionMode Values 2 thru 4 coordMaximumMode Values 2 thru 4 coordForceMode Values 2&3 maxPatterns 48 patternTableType Either 2 or 3 maxSplits 16 splitMode Values 2 thru 7 localFreeStatus Values 2 thru 11 maxTimebaseASCActions 255 maxPreempts 6 preemptControl All Values preemptState Values 2 thru 9 maxRings 4 maxSequences 16 maxChannels 16 channelControlType Values 2 thru 4 channelFlash All Values channelDim All Values maxChannelStatusGroups 16 maxOverlaps 8 overlapType Values 2&3 maxOverlapStatusGroups 8 maxPortlAddresses 255 portl Status Values 2&3 The controller must be able to implement all NTCIP messages called for in this Specification without any additional vendor-specific proprietary statements. Texas Department of Transportation 28 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly The software must be supplied with full documentation, including 3.5-in. floppy disks or a CD-ROM containing ASCII versions of the relevant official NEMA standard MIB modules referenced by the device functionality These must be in ASN 1 format.In addition,if the device does not support the full range of any given object within a NEMA standard MIB module, supply a manufacturer-specific version of the official NEMA standard MIB module with the supported range indicated in ASN 1 format in the SYNTAX field of the OBJECT- TYPE macro The filename of this file must be the same as the standard MIB filename with ".man" as the extension. The software documentation must also include 3.5-in.floppy disks or a CD-ROM containing ASCII versions of all manufacturer-specific objects supported by the device in ASN 1 format and in a manufacturer-specific MIB with accurate and meaningful DESCRIPTION fields and supported ranges indicated in the SYNTAX field of the OBJECT-TYPE macros. The manufacturer may not place any restrictions on the dissemination of this documentation within the Department. The manufacturer must provide a copy of the following table completed to describe the operation of their controller including which objects are used and the procedures performed with these objects to implement the functions listed using NTCIP Controller Operation Function Objects Procedures to Implementation Example. Function X Object T Get object T then send objects Y Object Y and Z if T>0 Object Z Change split time in an active coordination plan Change ring structure Change Min Green in an active coordination plan Change alternate sequence in an active coordination plan Malfunction Management Unit(MMU) This Specification sets forth the minimum requirements for a shelf-mountable, 16-channel, solid-state MMU The MMU must meet, as a minimum, Section 4 of the NEMA Standards Publication TS 2-1998 Where differences occur,this Specification governs. No circuit cuts are allowed on circuit boards in any of the equipment supplied.Any wire jumpers included on circuit boards must be placed in plated through-holes that are specifically designed to contain them.Jumpers that are tack soldered to circuit traces or that are added to correct board layout errors are not acceptable. Texas Department of Transportation 29 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly All ICs with 16 or more pins must be mounted in machine-tooled sockets.To eliminate solder wicking, all sockets must have 2-piece,machined contacts and closed-end construction. The outer sleeve must be brass with tin or gold plating and must be tapered to allow easy IC insertion.The inner contact must be beryllium-copper sub-plated with nickel and plated with gold.All sockets must have thermoplastic bodies meeting UL specification 94V-0 Other high quality sockets may be acceptable but must have prior approval of the TRF Signal Operations Engineer Surface-mount devices will be allowed. Proposals for use of sockets meeting alternate Specifications must be submitted in writing with the bids.Zero- insertion-force sockets will not be allowed. The design must allow for removal or replacement of a circuit board without unplugging or removing other circuit boards. The unit must be designed so that 1 side of each board can be completely accessible for troubleshooting and testing the unit while it is still operating. This may be accomplished with extender boards or cables. This need apply to only 1 circuit board at a time. If extender boards are required to meet the above requirement,provide 1 set for every 10 MMUs ordered or portion thereof with the order No more than 2 circuit boards may be attached to each other to constitute a circuit assembly Attaching hardware must use captive nuts or other acceptable method to secure the boards together Alternate methods may be submitted in writing with the bids. The boards must be designed so that the Department can test and operate the controller unit with the boards separated. If this Specification is used to support the purchase of a complete controller assembly,the unused red circuits must be connected to the AC line in the controller cabinet. Preprogram the MMU in accordance with the following table MMU Pre-Programming Requirements Channel Load Switch Phase Channel 1 Load Switch 1 Phase 1 Vehicle Channel 2 Load Switch 2 Phase 2 Vehicle Channel 3 Load Switch 3 Phase 3 Vehicle Channel 4 Load Switch 4 Phase 4 Vehicle Channel 5 Load Switch 5 Phase 5 Vehicle Channel 6 Load Switch 6 Phase 6 Vehicle Channel 7 Load Switch 7 Phase 7 Vehicle Channel 8 Load Switch 8 Phase 8 Vehicle Each MMU must have a unique serial number permanently and neatly displayed on the face of the unit. If this serial number is located elsewhere on the unit, affix an additional temporary label,neatly printed or typed,to the MMU face. Texas Department of Transportation 30 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly TS 2 Cabinet Assembly This Specification describes the minimum acceptable requirements for a TS 2 cabinet assembly to house a NEMA TS 2 Type 1, solid-state,full-actuated controller unit. The assembly must include the cabinet, flasher, card rack or racks, an MMU, an external power supply, and 6 flash-transfer relays. For cabinet assemblies of configuration 4 (16 position), the assembly must include 16 load switches; and for cabinet assemblies of configuration 3 (12 position),the assembly must include 12 load switches All cabinets must include appropriate mounting hardware. Cabinet Design Requirements The cabinet must be constructed using unpainted sheet aluminum with a minimum thickness of 3.2 mm.No wood, wood-fiber products,or other flammable material may be used in the cabinet. All welds must be neat and of uniform consistency The size of the cabinet must be size 5 or size 6 as defined by TS 2, Clause 7.3,of the NEMA Standard Publication TS 2 - 1998, as specified by the plans. The load bay must be configuration 3 (12 position) or configuration 4 (16 position) as defined by TS 2, Clause 5.3, as specified by the plans. Provide the cabinet option shown on the plans with features and configuration in accordance with the following table. Cabinet Options and Configurations Cabinet Options Size of Cabinet Back Panel Size of Load Bay Configuration 1 Pole Mount TS 2 Size 5 3 12 position 2 Base Mount TS 2 Size 5 3 12 position 3 Base Mount TS 2 Size 6 3 12 position 4 Base Mount TS 2 Size 6 4 16 position Two aluminum lifting eyes or ears must be attached to the cabinet to permit lifting with a sling. Each of these eyes or ears must be attached with a single carriage bolt or dual carriage bolts. The corners of each eye or ear must be rounded and in the down position when shipped. Vertical shelf support channels must be provided to permit adjustment of shelf location in the field.The channels must have a single continuous slot to allow shelves to be placed at any height within the cabinet. Channels with fixed notches or holes are not acceptable Each cabinet must be equipped with an extra set of unistrut channels or a keyhole panel on either side of the front section of the cabinet to permit the Department to mount additional equipment as necessary Texas Department of Transportation 31 08/2004 Departmental Material Specifications DMS 11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Shelves must be at least 330 mm deep and be located in the cabinet to provide a 12.5 min clearance between the back of the shelf and the back of the cabinet.Provide a 38-mm drawer in the cabinet,mounted directly beneath the controller support shelf.The drawer must have a hinged top cover and be capable of storing documents and miscellaneous equipment.This drawer must support to 22.5 kg in weight when fully extended. The drawer must open and close smoothly Drawer dimensions must make maximum use of available depth offered by the controller shelf. The drawer width must be at least 600 mm. Provide 2 shelves in the cabinet with a minimum height of 305 mm. There must be sufficient shelf space to accommodate a controller unit 330 mm high, an MMU, one 8-position card rack, afid an external power supply Provide an additional space at least 305 mm high, 325 mm wide, and 305 mm deep The controller unit, MMU, card racks, and power supply must be placed on the shelves in such a manner that ventilation is sufficiently provided to all components. Provide labels showing the proper placement of each component along the shelves to ensure proper placement. The cabinet must be vented and cooled by 2 thermostatically controlled fans. The fans must be a commercially available model with a capacity of at least 2.7 m3/min. The thermostats must be adjustable with a range of 20°C to 43°C Provide a press-to-test switch for testing the operation of the fans. Provide the cabinet with a unique 5-digit serial number stamped directly on the cabinet or engraved on a metal or metalized Mylar plate epoxied or riveted with aluminum rivets to the cabinet. The digits must be at least 5 mm in height and located on the upper right sidewall of the cabinet near the front. Cabinet Door Provide the cabinet with 1 door in front that will provide access to the cabinet. The door must have 3 hinges with nonremovable stainless-steel pins, or a full-length piano hinge with stainless-steel pins spot welded at the top of the hinge. The hinges must be mounted so that it is not possible to remove them from the door or cabinet without first opening the door The bottom of the door opening must extend at least to the bottom level of the back panel. The door and hinges must be braced to withstand a 74 kg per vertical meter of door-height load applied to the outer edge of the door standing open. There must be no permanent deformation or impairment of any of the door or the cabinet body when the load is removed. Texas Department of Transportation 32 08/2004 Departmental Material Specifications DMS-I1170, Fully Actuated, Solid State Traffic Signal Controller Assembly The cabinet door must be fitted with a Number-2 Corbin lock and a cast-aluminum or chrome-plated steel handle with a 16-mm(minimum) diameter shaft(or equivalent cross- sectional area for a square shaft) and a 3-point latch.The lock and latch design must be such that the handle cannot be released until the lock is released. Provide one key for each cabinet. Provide a gasket to act as a permanent dust-and weather-resistant seal at the controller cabinet door facing. The gasket material must be of a nonabsorbent material and must maintain its resiliency after long-term exposure to the outdoor environment.The gasket must have a minimum thickness of 6.25 mm.The gasket must be located in a channel provided on the cabinet or on the door An"L" bracket is acceptable in lieu of this channel if the gasket is fitted snugly against the bracket to insure a uniform dust- and weather-resistant seal around the entire door facing. Any other method is subject to written departmental approval during inspection of an order A locking, auxiliary police door must be provided in the door of the cabinet to provide access to a panel that must contain a signal-shutdown switch, a signal-flash switch, a manual-automatic switch, and a manual-advance,push-button switch on a 6-foot,retractable cord. Manual control of the controller unit from the police door must override any external control (external logic, etc)in effect when the manual-automatic switch is in the manual position.Each actuation of the manual-advance push-button switch must advance the controller to the next interval. Manual control must not override any calls for PE. The police door must be gasketed to prevent entry of moisture or dust and the lock must be provided with 1 brass key Fit the intake for the vent system with a permanent air filter The minimum filter dimensions must be 406 4 mm wide by 304.8 mm high by 25 mm thick. The filter must be securely mounted so that any air entering the cabinet passes through the filter The cabinet opening for intake of air must be large enough to use the entire filter The air-intake and exhaust vent must be screened to prevent entry of insects. The screen must have openings no larger than 8 1 mm2 The total free-air opening of the exhaust vent must be large enough to prevent excessive backpressure on the fan. Wiring All wiring within the cabinet must be neat and routed such that opening and closing the door or raising and lowering the back panel will not twist or crimp the wiring.All wiring harnesses must be braided, sheathed in nylon-mesh sleeving, or made of PVC or polyethylene-insulated jacketed cable. Wiring leading to the cabinet door must be sheathed in nylon-mesh sleeving or be PVC jacketed cable only All SDLC cabling must be Belden #7203A or approved equivalent. Texas Department of Transportation 33 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Meet the following wire-size requirements. • All conductors between the main-power circuit breakers and the signal-power bus must be a minimum size 10 AWG stranded copper All conductors carrying individual signal- lamp current must be a mmimum size 16 AWG stranded copper All AC service lines must be of sufficient size to carry the maximum current of the circuit or circuits they are provided for Minimum cabinet conductor wire size must be 22 AWG stranded copper All wiring and insulation must be rated for 600 V or greater • Conductors for AC common must be white. Conductors for equipment grounding must be green. All other conductors-must be a color different from the foregoing. Provide a barrier terminal block with a minimum of 3 compression-fitting terminals designed to accept up to a#4 AWG stranded wire for connection of the AC power lines.The block must be rated at 50 amperes. All terminals must be permanently identified in accordance with the cabinet wiring diagram. Where through-panel solder lugs or other suitable connectors are used,both sides of the panel must have the terminals properly identified.Identification must be permanently attached and as close to the terminal strip as possible and must not be affixed to any part that is easily removable from the terminal block panel. Meet the following additional identification requirements. • At each terminal point in the cabinet, each controller input and output function must be distinctly identified with both a number and the function designation and with no obstructions to visibility The same identification must be used consistently on the cabinet wiring diagrams. • Each load-switch socket must be identified by phase number,overlap number,and pedestrian phase number as applicable.No cabinet equipment, including the load switches themselves,may obstruct these identifications. • Each flash-transfer base and power-relay base must be properly identified with no obstructions to visibility • Each harness within the cabinet must be distinctly identified by function on the connector end. • The flasher socket must be distinctly identified with no obstruction to visibility • All other sockets needed within the cabinet to fulfill the minimum requirements of the plans or the Invitation to Bid or attachments thereof must be distinctly identified. The controller unit harness (A plug)must be long enough to reach any point 400 mm above the timer shelf. The MMU harness and any required auxiliary harness must reach 600 mm from the MMU shelf. Texas Department of Transportation 34 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Provide an unused, spare terminal block having 10 terminals. This block must be double-8- 32x5/16-in.,binder-head screw design with shorting bars. These terminal strips must be located on the lower third of either side of the cabinet. Provide copper ground buses for both the power-supply neutral (common) and chassis ground. Each bus bar must provide a minimum of 10 unused terminals with 8-32x5/16-in. or larger screws. The AC neutral and chassis ground buses must be connected together (jumpered)with a minimum#10 AWG wire. Two 20-ampere and one 50-ampere thermal-type circuit breakers must be mounted and wired in the cabinet. One 20-ampere breaker must protect the base light,trouble light, ground-fault-circuit-interruption(GFCI)receptacle,modem-duplex receptacle,and fans. The other 20-ampere breaker must be for the 2-circuit flasher The 50-ampere breaker must protect the signal load circuits,controller circuits,MMU, and card-rack-detector power supply The breakers must be Square "D," QUO-150 Series or approved equivalent. The circuit breakers must be equipped with solderless connectors and installed on the right side wall (facing the cabinet) or lower-right side of the back panel inside the cabinet. The breakers must be easily accessible. The breakers must be positioned so that the rating markings are visible A GFCI type duplex receptacle must be mounted and wired in the lower-right sidewall of the cabinet. An additional duplex receptacle(for use with communications modems)must be mounted and wired in the upper-left side of the cabinet behind the PE-mterconnect panel. These receptacles must be wired on the load side of the 20-amp circuit breaker The above breakers are in addition to any auxiliary fuses that may be furnished with the controller to protect component parts, such as transformers,etc. The cabinet must include a pluggable surge-protection unit on the AC service input that meets or exceeds the following requirement:EDCO SHA-1250 or equivalent using 12-pin and 2-guide-pin Beau connectors. The surge arrestor must be a multi-stage, series, hybrid- type,power-line surge device. The surge arrestor must be installed between the applied line voltage and earth ground.The unit must have 2 LED indicators for operational display status. The surge arrestor must be capable of reducing the effect of lightning transient voltages applied to the AC line and provide filtering conforming to 50 kHz with a minimum insertion loss of 50 db The arrestor must conform to the following: • Peak surge current for an 8x20 microsecond waveform. 20,000 A for 20 occurrences • Clamp voltage at 20,000 A. 280 V maximum • Maximum continuous operating current at 120 V/60 Hz: 15 A • Series inductance AC line/AC neutral—greater than 20 microhenries typical • Response time (<a nanosecond)Voltage never exceeds 280V durmg surge • Temperature range —40°C to+85°C Texas Department of Transportation 35 08/2004 Departmental Material Specifications DMS 11170, Fully Actuated, Solid State Traffic Signal Controller Assembly • Spike suppression for±700-V spike ±40-V deviation from sine wave all phase angles between 0° and 180° • Terminals as follows. • main line(AC line first stage terminal) • main neutral (AC neutral input terminal) • equipment line in(AC line second stage input terminal, 10A) • equipment line out(AC line second stage output terminal, 10A) • equipment neutral out(neutral terminal to protected equipment) and • ground (GND) (earth connection). • Arrestor encapsulation. flame-retardant material. • Equipment line out that provides power to the controller The suppresser ground connection must be connected to the cabinet by a short, copper ground strap The strap must be bonded to the cabinet. The suppresser must be connected to the line filter as recommended by the manufacturer Number 10 AWG or larger wire must be used for connections to the suppresser, line filter, and load switch bus. A fluorescent light with switch and rapid-start ballast must be installed in the cabinet. This light must turn on when the cabinet door is opened, and turn off when the cabinet door is closed. An MOV or other such transient suppression device must be placed across the AC power input to the light. A radio-frequency-interference(RFI) suppresser must be provided and installed on the load side of the signal circuit breaker and must be protected by the surge protector This filter must be rated at 50 amperes and must provide a minimum attenuation of 50 db over the frequency range of 200 kHz to 75 MHz. Transient suppression devices must be placed on the coil side of all relays in the cabinet.DC relay coils must have, as a minimum, a reversed-biased diode across the coil. AC relays must have MOVs or equivalent suppression across their coils.RC networks are acceptable. One suppression device must be supplied for each relay Except where soldered,provide all wires with lugs or other approved terminal fittings for attachment to binding posts Insulation parts and wire insulation must be insulated for a minimum of 600 V The outgoing traffic control signal circuits must be of the same polarity as the line side of the power source Texas Department of Transportation 36 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly A switch must be provided on the inside face of the cabinet door and labeled "TEST NORMAL." When the switch is in the NORMAL position,the call for flashing operation must remove the power from the controller unit. When the switch is in the TEST position, the call for flashing operation must permit the controller unit to continue to run so that its operation can be observed. A switch must be provided near the "TEST NORMAL" switch to cause the controller unit and any auxiliary equipment to stop timing. This switch must be labeled "STOP TIMING " The cabinet must be wired so that activation of the MMU will cause the controller unit and any auxiliary equipment to stop timing. Conflict and manual flash must be wired for all red. The cabinet must be designed and equipped with enough transfer relays for the Department to change any main-street indications (movements 2, 6, 1, or 5)to yellow for either the conflict or manual-flash operation or both. Such changes must be feasible on the face of the back panel or a side panel using only simple tools. Transfer relays must be the plug-in type manufactured by Midtex(Part No 136 62T3A1)or AEMCO (Part No 136 4992),or equivalent. The relays must have contacts a minimum of 3/8 in. in diameter and must be rated at a minimum of 30 amps 102/240 VAC, 20 amps 28 VDC The red enable and remote reset from the MMU must be terminated on the face of the back panel. A 75-amp, solid-state relay must be wired between the RFI filter output and the load-switch power bus The relay must be controlled by the signal-shutdown switch and the flash switch. The relay must be mounted to a heat sink designed to allow maximum current flow at 74°C without damaging the relay All exposed AC wiring points,including the RFI filter, surge suppresser, and solid-state relay must be covered with a clear,nonconductive plastic cover to prevent accidental contact. Unless otherwise noted in this Specification,wiring at terminal strips is exempt from this requirement. The load-switch outputs must be brought out through posted 10-32x5/16-in. binder-head screw terminals. Field wiring for the signal heads must be connected at this terminal strip. Detector Panel and Card Rack The cabinet must have a loop-detector panel mounted on the left side of the cabinet. This panel must provide for all connections between loops at the street and the detector amplifiers as described in this segment. Texas Department of Transportation 37 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Detector Card Rack The card rack for cabinet configurations 1, 2, and 3 (12-position back panel)must be TS 2 detector rack configuration 2 and must accommodate up to eight 2-channel or four 4-channel TS 2 detector units. Two card racks, 1 TS 2 detector rack configuration 1 and 1 TS 2 detector rack configuration 2,must be provided for cabinet configuration for(16-position back panel) and must accommodate up to twelve 2-channel or six 4-channel TS 2 detector units. The detector card rack must have a rigid frame,be fabricated from aluminum, and have slots set in a modular fashion so that the PCB edge connectors plug into the rear while sliding between top and bottom card guides for each module. Mounting flanges must be provided and be turned outward for ease of access. The detector card rack must be bolted to a cabinet shelf. It must be possible to unbolt the rack using simple tools. All wiring to the rack must be labeled and must be neatly run to other parts of the cabinet and to the detector-termination panel. All loop inputs must be wired with shielded,twisted- pair leads (Beldon 9451,2 conductor,22 AWG with 24-AWG drain wire, shielded cable or approved equivalent)to improve signal isolation. Connect all grounds within the twisted- pair leads at the detector terminal panel. Number the slots from 1 to 8 left to right when viewed from the front of the rack. Provide a flange on the top and the bottom of the rack to label each individual channel. The detector DC supply must be bussed to a common point and wired to the intersection detector panel. The chassis ground must be bussed to a common point and wired to the detector panel. The logic ground must be bussed to a common point and wired to the detector panel. The data address for the detector channels must be according to TS 2. Detector Panel The detector panel must provide all connections between the detector loops and the detector amplifiers. Construct the panel of 0 125 in(3.2-mm) aluminum. The panel must contain a 3 in. (76-mm), horizontal slot in each corner to accommodate 0.25 in. (6.3 mm) mounting bolts. All inputs from the loops must be brought through posted 10-32x5/16-m. binder-screw terminals or 8-32x5/16-in. binder-screw terminals. Texas Department of Transportation 38 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Each loop pair must be protected by lightning-surge suppressers pre-approved by the Departments'TRF Signal Operations Engineer for use on loop-detector inputs.Mount the suppressers either on the front or behind the panel. ' The detector panel for cabinet configurations 1,2, and 3 (12 position)must provide the following connection points as a minimum for 16 detectors. Detector Panel Connection Points (for cabinet configurations 1,2,and 3) Connection point No.of Connection Points External 24-V Power Supply 1 Loop Inputs 32,2 for each detector _ Logic Ground 1 Spares 6 Chassis Ground Bus 1 bus The detector panel for cabinet configuration 4 (16-position)must provide the following connection points as a minimum for 24 detectors. Detector Panel Connection Points (for cabinet configuration 4) Connection point No.of Connection Points External 24-V Power Supply 1 Loop Inputs 48,2 for each detector _Logic Ground 1 Spares 0 Chassis Ground Bus 1 bus Toggle switches must be provided to permit the user to input a vehicle or pedestrian call to the control unit. Provide switches as follows. • 16 vehicle and 8 pedestrian switches on 12-position cabinets • 24 vehicle and 8 pedestrian switches on 16-position cabinets. PE/Communication Panel A PE/communication panel must be provided that contains all interface circuits and wiring for PE and communication functions. The panel must be located on the left side of the cabinet interior Three input relay circuits,with 120-VAC coil and contacts rated for the application,must be provided on the PE panel. These circuits must be used to isolate the incoming PE commands from the controller-unit logic circuitry The circuits must be programmable to operate with either a normally open or normally closed relay contact by jumpers on a terminal strip A barrier strip protected from accidental contact by service personnel must be supplied to connect the external input. It must be possible to use either a neutral or hot 120-VAC input. Texas Department of Transportation 39 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Relays used must be plug-in Potter Brumfield K1 OP series,Magnecraft W 78 series, or interchangeable equivalent.Mount the relays in relay sockets. Adequate protection of the input relay circuits and the preemptor circuitry must be provided to eliminate damage or false PE commands caused by line transients or lightning surges.The devices must have a minimum rating of 20 joules. Three momentary test switches, 1 for each PE circuit,must be provided on the PE panel. The operator]must not be exposed to hazardous voltages during operation of the test switches Provide all necessary interconnection cables and mounting hardware Provide a switch on the PE/communication panel that releases the local controller to operate in an isolated, full-actuated manner when necessary for maintenance purposes. The switch positions must be labeled "SYSTEM" and "FREE." Also provide terminal connections for 2 twisted-pair communication lines with a coordinated, 4-stage electrical protection, including primary overvoltage protection, resemble overcurrent protection, secondary clamping-voltage protection, and fast transient filtering. The secondary overvoltage stage must allow peak voltages of no more than 250 V The fast transient filtering stage must provide no less than 40 dB per decade of attenuation to transients above the required pass band. The 4-stage protection must be provided in an integrated closure with input-output terminations and ground connection. Power Supply The power supply must be a shelf mounted, enclosed,24 VDC power supply in accordance with clause 5.3.5 of the NEMA Standards Publication TS 2-1998. Furnish and install 1 power-supply cable per power supply in each cabinet. Terminate the wires to bus bars,terminals on the front of the back panel, detector panels, or connector as appropriate The connections must be with forked spade lugs or otherwise as needed. Cut each individual wire to the length required to reach the point at which it is to be connected. Electrical requirements for the power supply must be in accordance with clause 5.3.5 of the NEMA Standards Publication TS 2-1998 as stated above, except that the minimum-average- continuous-current capability must be as shown below with DC voltages having less than 0.5 V peak-to-peak ripple Minimum-Average-Continuous- Current Capability DC Voltage Peak-to-Peak Ripple +12 VDC 5 0 amps +24 VDC 2.0 amps 12 VAC 0.250 amps Texas Department of Transportation 40 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Two-Circuit Solid-State Flasher The solid state, 2-circuit flasher must meet the electrical and physical characteristics described in clause 6.3 of the NEMA Standards Publication TS 2 1998.The flasher must be Type III (dual-circuit rated at 15 amps per circuit)unit and so constructed that each component may be readily replaced if needed. The 2-circuit flasher must be of solid-state design and contain no electro-mechanical devices. Load Switch The solid-state load switches must meet the requirements set forth in clause 6.2 of the NEMA Standards Publication TS 2 1998,and must be "triple signal load switch" type. Provide an indicator light for each circuit in each load switch. The indicator light must be on when a "Low Voltage Active" input to the load switch is present. Documentation Provide each cabinet with the following documentation. • three complete, accurate, and fully legible diagrams and 1 schematic for every electronic device (This must include but not be limited to cabinet-wiring, back panel,detector- panel,power-panel,PE-panel, flasher-circuit, load-switch, card-rack-power-supply,bus- interface-unit, and power-supply diagrams.) • a complete parts list including names of vendors for parts not identified by universal part numbers such as JEDEC,RETMA, or EIA and • manufacturer's specifications for cooling fans including the CFM rating of fans. Provide each controller unit with the following documentation. • one service manual per unit that includes description of controller unit, description of its operation, and basic maintenance and troubleshooting information • two complete, accurate, and readable schematic diagrams for all circuitry in the controller unit(one set of these diagrams may be included in the service manual) • a complete parts list including names of vendors for parts not identified by universal part numbers such as JEDEC,RETMA, or EIA(this may be included in the service manual); and • a pictorial-of-components layout for each circuit board or individual component identification permanently printed on each circuit board. (Regardless of which of the above is provided, each electronic component on the board must be clearly identified or labeled. This may be included in the service manual.) Texas Department of Transportation 41 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Provide each MMU with 1 each of the following documentation. • a complete and accurate schematic diagram • a complete parts list including names of vendors for parts not identified by universal part numbers such as JEDEC, RETMA, or EIA • a pictorial-of-components layout on the circuit boards and • one service manual per unit that includes description of MMU unit, description of its operation and basic maintenance, and troubleshooting information. Bidders must be prepared to furnish NEMA certification for the complete cabinet assembly from an independent laboratory Texas Department of Transportation 42 08/2004 SECTION 16724 EMERGENCY RESPONSE MANAGEMENT SYSTEM (ERMS) INTERSECTION COMPONENTS PART 1 GENERAL 1.01 SECTION INCLUDES The system employs optical communication to identify the presence of designated emergency vehicles and causes the traffic signal controller to advance to and/or hold a desired traffic signal display selected from phases normally available. The matched set of components which make up the system will cause the existing traffic controller to be manipulated upon recognition of the signal from the vehicle. This communication is effective to the optical detectors at or near the intersection over a line-of-sight path of up to 1800 feet. The system requires no attention of the vehicle operator other than a simple emitter "ON" switch located in the vehicle which is to remain "ON"until the end of the emergency run. The system shall operate on a first-come, first-served basis. The system is capable of overriding lower priority systems of similar nature while yielding priority to activity such as railroad, drawbridge, etc. The system shall interface with existing traffic signal controllers without compromising normal operation or existing safety provisions. The Emergency Response Management System (ERMS) consists of optical emitter assemblies, optical detectors, optical detector cable, phase selectors, preempt module and card rack. The ERMS Intersection Components are the optical detectors, optical detector cable, phase selectors, preempt module and card rack. Emitter assemblies will be supplied by the Contractor only when specifically called out on the plans. 1.02 SILENCE OF SPECIFICATIONS The apparent silence of these specifications as to any detail, or the apparent omission from them of a detailed description concerning any point, shall be regarded as meaning that only the best commercial practice is to prevail and that only material, and workmanship of the finest quality are to be used. All interpretations of these specifications shall be made on the basis of this statement. The bidder shall be an established supplier of the items bid. 1,04 UNIT PRICES A. Measurement This item will be measured by each optical detector and or direction of detection complete in place. Measurement shall be made for each unit furnished by the City and installed by the Contractor and for each unit furnished and installed by the Contractor 16724-1 09/02/04 B. Payment The work performed and matenals furnished in accordance with this item and measured as provided under "Measurement" will be paid for at the unit price bid for "Emergency Response Detectors" This price shall be full compensation for installing and testing the detectors; and for all labor, tools, equipment and mcidentals necessary to complete the work. PART 2 PRODUCTS 2.01 MATERIALS The items furnished and installed under this contract shall be new, unused of the latest product in production to commercial trade, and shall be of the highest quality as to matenals used and workmanship. Manufacturer(s) furnishing these items shall be expenenced in design and construction of such items and shall furnish evidence of having supplied similar items that have been in successful operation. The bidder shall be an established supplier of the items bid. 2.02 MATCHED SYSTEM COMPONENTS The Pearland ERMS is compnsed of four basic matched components. To ensure system integrity, operation and compatibility, the four basic components (optical emitter, optical detector, detector cable, phase selector) shall be from the same manufacturer The bidder shall supply and install the optical detector(s), detector cable, and phase selector for each intersection called for on the plans. The bidder of the Emergency Response Management System equipment shall provide with the bid written certification from the manufacturer that the system components were designed, manufactured and tested as a system of matched components and will meet or exceed the requirements of this specification and work with City of Pearland optical emitters. 2.03 SYSTEM OPERATION A. Priority control phase selection shall be activated by an optically transmitted signal of 14 035 HZ or 9 639 HZ, or upon the activation of a test switch. B The traffic controller shall receive inputs from the preempt module upon activation of the appropriate signal from the phase selector C. The system shall provide power for up to three optical detectors for each pnority channel. The system shall maintain continuous communication between the optical emitter equipped vehicle and the traffic controller D The system shall allow the traffic signal controller to resume normal timing operation after the optical signals cease for an appropnate period. 16724-2 09/02/04 E. The system shall not attempt controller manipulation nor retain priority vehicle calls during periods of"intersection flash" or"railroad preempt" operations. 2.04 SYSTEM COMPONENT SPECIFICATIONS A. Optical Emitter Assembly 1 The assembly shall include an optical energy emitting unit for mounting to the exterior of the vehicle, an emitter control switch for mounting to the interior dash or instrument panel, and all necessary wiring and hardware for a typical installation. 2. The optical emitter assembly shall operate over an ambient temperature range of-30 degrees F (-34 degrees C)to up to 140 degrees F (+60 degrees C) 3 The optical energy-emitting umt shall contain an internal regulated power supply to convert 12 VDC (positive or negative ground) vehicle battery power to high voltage required for the flashtube and meet the following electrical requirements. a. Operational at 10 volts DC to 15 volts DC, b. Have internal protection for a sustamed input voltage of up to 25 volts DC, c. Deliver sufficient optical energy to activate the optical detector from a distance of 1800 feet, and d. Consume no more than 40 watts. 4 The optical energy-emitting unit shall weigh not more than 4.5 pounds. 5 The optical energy-emitting unit shall not exceed the following physical dimensions. a. Length- 5.25 inches, b Width-7 0 inches, and c. Height- 6 63 inches. 6 The optical energy emitting unit shall be capable of producing precisely-timed pulses of high intensity light in response to a low voltage trigger signal from the crystal controlled emitter control switch. 16724-3 09/02/04 7 The optical energy-emitting unit shall be controlled by a single ON/OFF switch, which requires no warm-up, setting, or adjustments by the vehicle operator An indicator located adjacent to the ON/OFF switch shall identify that the crystal controlled timing circuitry is energized. 8 The emitter control switch shall produce crystal controlled low voltage trigger pulses to the optical energy-emitting unit. For high priority/Class II applications, the frequency of the trigger pulses shall be 14 035 +/-0.255 HZ. For low priority/Class I applications, the frequency of the trigger pulses shall be 9 639 +/- 0 119 HZ. B Optical Detector 1 The optical detector shall be a lightweight, weatherproof device capable of sensing and transforming pulsed optical energy into electrical signals for use by the phase selection equipment. 2. The unit shall be high impact polycarbonate construction with stainless steel and/or brass hardware. 3 The unit shall be designed for mounting at or near an intersection on a mast arm, pedestal,pipe, or span wire. 4 The unit shall accept optical signals from one or two directions and provide a single electrical output signal. 5 The unit shall include a design feature to allow aiming of the two optical sensing inputs for skewed approaches or slight curves. 6 The unit shall have a built-in terminal strip to simplify wiring connections. 7 The unit shall receive power from the phase selector and have internal voltage regulation to be operational from 16 to 40 volts. 8 The unit must be responsive to the optical emitter at a distance of 1800 feet. 9 The unit must deliver the necessary electrical signal to the phase selector via up to 1000 feet. 10 The umt shall employ a replaceable circuit board assembly and photocells to facilitate repair _ C. Optical Detector Cable 16724-4 09/02/04 1 The cable must guarantee delivery of the necessary quality signal from the optical detector to the phase selector over a non-spliced distance of 1000 feet. 2. The cable must guarantee sufficient power to the optical detector over a non-spliced distance of 1000 feet. 3 The cable must be of durable construction to satisfy the following installation methods: a. Direct burial, b Conduit and mast arm pull, and c. Exposed overhead, supported by messenger wire. 4 The weight shall not exceed 04 lbs/ft. 5 The outside diameter shall not exceed 0.3 mches. 6 The insulation rating shall be 600 volts minimum. 7 The temperature rating shall be 80 degrees C minimum. 8 The cable shall have three conductors of AWG #20 (7x28) stranded, individually tinned copper, color-coded insulation as follows. a. Orange for delivery of optical detector power, b Blue for optical detector power return, and c. Yellow for optical detector signal. 9 The conductors shall be shielded with aluminized polyester and have an AWG#20 (7x28) stranded and individually tinned drain wire to provide signal integrity and transient protection. 10 The shield wrapping shall have a 20% overlap to ensure integrity following conduit and mast arm pulls. D Phase Selector 1 All phase selectors shall be digitally controlled and be capable of providing high and low priority operations. 16724-5 09/02/04 2. The unit shall be a plug-in, two-channel, dual prionty device intended to be installed directly into a card rack wired into the traffic signal cabinet. 3 The unit shall be powered from 115 volts, 60 HZ mains and contam an internal, regulated power supply to support optical detectors. 4 The unit shall be capable of recognizing the following pulse rates as delivered by the optical detectors a. 9 639 HZ+/- 119 HZ as low priority(Class I), and b 14 035 HZ+/-.255 HZ as high priority(Class II). 5 The primary optical detector mputs and power outputs shall be on the card edge. Two additional detector inputs, per channel, shall be provided via a front panel connector 6 One opto-isolated NPN output per channel shall be delivered to the appropriate channel pin on the card edge connector as follows. a. 6.25 HZ+/- 02 HZ 50% on duty square wave in response to a Class I call, and b A "Steady On" in response to a Class II call. 7 The unit shall utilize crystal control timing and optical pulse rate recognition circuitry to assure: a. Accurate optical signal recognition for dual pnority, b Synchronous logic, c. Precise output pulse, and d. Accurate call dropout time. 8 The umt shall have six recessed range controls per channel, three for low priority and three for high priority, to adjust optical sensitivity(emitter range). 9 The umt shall have a solid state "Power On" indicator 10 The unit shall have a "Class I" and "Class II" solid-state indicator for each channel, which performs as follows. a. Flash during call validation, and 16724-6 09/02/04 b Be steady-on during valid call and test switch operations. 11 The unit shall have a test switch for each channel to deliver Class I or Class II signal pulse rates to verify proper function at both optical emitter flash rates, first-come, first-served operation, and Class II override capability 12. The unit shall have a selectable call dropout time of 5 seconds or 10 seconds. 13 The unit shall properly identify a high priority (Class II) demand with any combination of up to 10 high and low priority emitter signals being received simultaneously and asynchronously on either channel. 14 The unit shall not exceed the following physical dimensions: a. Length(including handle) -7.91 inches, b Width- 1 11 inches, and c. Height- 4.50 inches. E. Traffic Controller Preemption Module 1 A traffic controller preemption module shall be supplied m addition to the four basic matched components. This module shall interface between the phase selector(s) and the traffic signal controller to provide dual priority preempt operation. 2. The preempt module shall be a plug-in, microprocessor controlled, 4 input;, 13 output, dual priority device. 3 The preempt module shall recognize steady-on (high priority) over-pulsing (low priority) inputs from the phase selector and assign control on first-come, first-serve and,high priority over low priority basis. 4 The preempt module shall recognize input signals from one or two dual priority phase selectors for up to four separate channels of emergency vehicle preemption. 5 The preempt module shall have a delay timer adjustable from 0 to 15 seconds in one second increments. The delay timer, when properly set, will guarantee a minimum green time for the phase or phases being served prior to initiating the preempt operation. 16724-7 09/02/04 6 The preempt module shall use the standard input functions available on any NEMA type traffic signal controller and shall not cause the controller to abbreviate its programmed yellow or all red clearance times. 7 When the phase selector deactivates its output, the preempt module shall place vehicle calls on all phases of the traffic signal controller and then allow the controller to resume its regular phase sequence. 8 The preempt module shall provide a separate output for "coordination free" to release the traffic signal controller from coordination control during the operation of the Emergency Response Management System. 9 The preempt module shall have a separate input that when active shall cause the preempt module to turn off all outputs to allow for railroad or drawbridge operation. F Card Rack 1 The card rack shall be a shelf-mounted device designed to accommodate two-phase selectors and a preempt module. 2. The rack shall be constructed of 5052 aluminum of 062" thickness and shall not exceed 7.38" W x 4 71" H x 7 13" L. All of the aluminum components consisting of the sides, top,bottom, and front panel shall be clear anodized. 3 The optical detector cable shall terminate on two terminal strips, 4-position, feed- through solder type. The color code and function of each wire shall be clearly silk- screened adjacent to each terminal. 4 The front panel of the card rack shall be hinged to provide easy access to the inside of the rack. Machine screws shall be used to secure the front panel when in the closed position. 5 The card rack shall be equipped with a quick disconnect type connector and 6' harness, wired to accommodate the installation of the card rack in a traffic signal cabinet. PART 3 EXECUTION 3.01 GUARANTEE A minimum guarantee for both materials and workmanship shall be provided by the Contractor for the products bid as specified. The guarantee (warranty) penod shall begin the day the City officially accepts the item. Any guarantee work is to be completed within 15 days after receipt of notice of material deficiencies. 16724-8 09/02/04 A. Warranties and Guarantees 1 Any and all equipment furnished shall be covered by manufacturer's guarantee or warranty for a period of twelve (12) months commencing on final acceptance date with respect to parts, workmanship, and performance of the product. 2. The Contractor shall bear all expenses connected with the return of any equipment which the City deems necessary to return to the Contractor for proper adjustment or repairs during the guarantee period. END OF SPECIFICATION 16724-9 09/02/04