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R2019-251 2019-10-14 RESOLUTION NO. R2019-251 A Resolution of the City Council of the City of Pearland, Texas, awarding a unit supply contract for Sanitary Sewer/Waterline on-call repair and maintenance services to Texas Pride Utilities, LLC, in the estimated amount of$120,000.00, for the period of October 21, 2019 through October 20, 2020. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That the City recently opened bids for Sanitary Sewer/Waterline repair and maintenance services, and such bids were evaluated. Section 2. That the City Council hereby awards the bid to Texas Pride Utilities, LLC, in the unit price amounts reflected in Exhibit "A" attached hereto. Section 3. The City Manager or his designee is hereby authorized to execute a supply contract for Sanitary Sewer/Waterline on call repair and maintenance services. PASSED, APPROVED and ADOPTED this the 14th day of October, A.D., 2019. jayi-z z. 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(0 (0 (0 (0 (0 (0 (0 (0 (0 (0 N N- N- N- (nJ r r r rr r r r r r r r rr r . . . . . . r Texas Pride Specification Responses Utilities, LLC Line Description UOM QTY Unit Extended 8 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR =. 1.77 EXISTING DIP, PVC OR CI PIPE EA 2 $4,200.00 ' 12 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW 1.78 OR EXISTING DIP, PVC OR CI PIPE EA 2 $4,400.00 ; , 16 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW 1.79 OR EXISTING DIP,PVC OR CI PIPE EA 2 $6,000.00 20 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW 1.80 OR EXISTING DIP, PVC OR CI PIPE EA 2 $8,400.00 , 6 INCH BOLTED.COUPLING ON NEW OR EXISTING DIP, PVC 1.81 OR CI PIPE EA 2 $600.00 . 8 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, PVC 1.82 OR CI PIPE EA 2 $800.00 12 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, 1.83 PVC OR CI PIPE EA 2 $1,000.00 16,INCH BOLTED COUPLING ON NEW OR EXISTING DIP, 1.84 PVC OR CI PIPE EA 2 $2,200.00 20 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, 1.85 PVC OR CI PIPE _ _ EA 2 . $3,400.00 1..86 6 INCH CUT, PLUG &ABANDON EA 1 $500.00 1.87 8 INCH CUT; PLUG &ABANDON EA 1 $500.00 1.88 12 INCH CUT, PLUG &ABANDON EA 1 $800.00 , 1.89 . 16 INCH CUT, PLUG &ABANDON EA 1 $2,000.00 1.90 20 INCH CUT, PLUG &ABANDON EA 1 $4,000.00 1.91 6 INCH WET CONNECTION EA 1 ' $800.00 1.92 8 INCH WET CONNECTION EA 1 , $1,000.00 . '. 1.93 12 INCH WET CONNECTION EA 1 $1,400.00 1.94 16 INCH WET CONNECTION EA 1 $2,400.00 1.95 20 INCH WET CONNECTION EA 1 $4,400.00 ' - DISINFECTION AND PREPARATION OF EXISTING SMALL 1.96 DIAMETER WATER LINE LF 50 $40.00 1.97 PROCURE UP TO 50 LINEAR FEET OF 24 INCH WATER LINE LF 50 $65.00 Texas Pride Specification Responses Utilities, LLC Line Description UOM QTY Unit Extended 1.98 PROCURE UP TO 50 LINEAR FEET OF 30 INCH WATER LINE LF 50 $80.00 INSTALL 24 INCH TO 30 INCH WATER LINE. UP TO 50 FEET 1.99 IN LENGTH. LF 150 $120.00 _ RESTRAINED JOINT MJ CLAMP OR LEAK REPAIR CLAMP ON 1.100 NEW OR EXISTING 24 INCH DIP OR CI OR PCCP PIPE EA 1 $10,000.00 RESTRAINED JOINT MJ CLAMP OR LEAK REPAIR CLAMP ON 1.101 NEW OR EXISTING 30 INCH DIP OR CI OR PCCP PIPE EA 1 $16,000.00 1.102 12 INCH GATE VALVE EA 1 $4,000.00 1.103 16 INCH GATE VALVE EA 1 $10,000.00 1.104 20 INCH GATE VALVE EA 1 $16,000.00 1.105 PROCURE 24 INCH GATE VALVE EA 1 $20,000.00 1.106 PROCURE 30 INCH GATE VALVE EA 1 $24,000.00 1.107 INSTALL 24 INCH TO 30 INCH GATE VALVE EA 1 $10,000.00 REMOVE AND REPLACE GATE ACTUATOR, 24 INCH TO 30 1.108 INCH EA 1 $4,000.00 AIR VALVE (COMBINATION, AINR, OR SIMILAR), 4 INCH AND 1.109 SMALLER EA 5 $3,400.00 AIR VALVE (COMBINATION, AINR, OR SIMILAR), LARGER 1.110 THAN 4 INCH EA 5 $4,200.00 VENT PIPING FOR AIR VALVE, 4 INCH AND SMALLER, UP TO 1.111 8 FT HORIZONTAL LENGTH EA 5 $1,000.00 VENT PIPING FOR AIR VALVE, LARGER THAN 4 INCH, UP TO 1.112 8 FT HORIZONTAL LENGTH EA 5 $1,200.00 1.113 ADDITIONAL HORIZONTAL LENGTH OF VENT PIPING LF 8 $100.00 1.114 REMOVE EXISTING AIR VALVE, ALL SIZES EA 5 $500.00 1.115 BOLLARDS EA 10 $400.00 1.116 SITE RESTORATION (HYDRO-MULCH SEEDING) AC 1 $4,500.00 1.117 FILTER FABRIC FENCE LF 500 $2.00 1.118 REINFORCED FILTER FABRIC LF 50 $50.00 STABILIZED CONSTRUCTION ROAD, PARKING AREA, EXITS 1.119 AND TRUCK WASHING AREA SY 150 $30.00 1.120 EXTRA LABOR (UNSKILLED) HR 10 $24.00 1.121 EXTRA HAND EXCAVATION CY 10 $100.00 1.122 EXTRA MACHINE EXCAVATION CY 10 $7.00 1.123 EXTRA EXCAVATION AROUND OBSTRUCTION CY 10 $40.00 1.124 BYPASS PUMPING AS NEEDED (PER DAY) DAY 1 $5,000.00 Texas Pride Specification Responses Utilities, LLC Line Description UOM QTY Unit Extended 2.1 MOBILIZATION @'MAX 3% (0-4 hours) EA 5 $5,000.00 2.2 DEMOBILIZATION / REMOBILIZATION EA 10 $200.00 TRAFFIC CONTROL-TYPICAL ONE LANE CLOSURE, 2.3 COMPLETE IN PLACE DAY 15 $1,000.00 TRAFFIC CONTROL-TYPICAL TWO LANE CLOSURE, 2.4 COMPLETE IN PLACE DAY 15 $50.00 TRAFFIC CONTROL-TYPICAL ONE LANE CLOSURE, 2.5 COMPLETE IN PLACE- MAJOR THOUROUGHFARE DAY 5 $100.00 TRAFFIC CONTROL-TYPICAL TWO LANE CLOSURE, 2.6 COMPLETE IN PLACE- MAJOR THOUROUGHFARE DAY 5 $100.00 2.7 TYPE III"BARRICADE DAY 4 $100.00 ;, 2.8 ADVANCED WARNING/DETOUR SIGNS DAY 10 $120.00 2.9 FLASHING ARROW BOARD DAY 10 $500.00 2.10 UNIFORMED PEACE OFFICER HR 500 $40.00 2.11 FLAGMEN HR 500 $16.00 TRENCH SAFETY FOR EXCAVATIONS UP TO 8 FT OF 2.12 COVER LF 2000 $2.00 TRENCH SAFETY FOR EXCAVATIONS 8 FT TO 14 FT OF 2.13 COVER LF 500 $5.00 TRENCH SAFETY FOR EXCAVATIONS 14 FT TO 20 FT OF 2.14 COVER LF 300 $10.00 TRENCH SAFETY FOR EXCAVATIONS 20 FT TO 30 FT OF 2.15 COVER LF 300 $15.00 . GROUND WATER CONTROL FOR OPEN-CUT 2.16 CONSTRUCTION 0-15 FT OF COVER LF 2000 $2.00 GROUND WATER CONTROL FOR OPEN-CUT 2.17 CONSTRUCTION GREATER THAN 15 FT OF COVER LF 500 $25.00 ' 2.18 . CRITICAL LOCATE-VACUUM EXCAVATION DAY 3 $2,000.00 REMOVAL AND REPLACEMENT OF 4-1/2 INCH CONCRETE , 2.19 SIDEWALK INCL. REINFOREMENT SY 10 $200.00 ,, _ REMOVAL AND REPLACEMENT OF 6 INCH CONCRETE 2.20 DRIVEWAY INCL. REINFOREMENT SY 25 $200.00 „ REMOVAL AND REPLACEMENT OF 8 INCH CONCRETE . 2.2.1 PAVEMENT INCL. REINFOREMENT SY 100 $110.00 r REMOVE AND REPLACEMENT OF CONCRETE CURB AND 2.22 GUTTER LF 20 $40.00 ,. Texas Pride Specification Responses Utilities, LLC Line Description UOM QTY Unit Extended REMOVE AND REPLACE UP TO 2 INCH HOT-MIX ASPHALTIC 2.23 CONCRETE TYPE D, INCLUDING TACK COAT SY 100 $40.00 REMOVAL AND REPLACEMENT OF SEMI RIGID BASE (OR 2.24 APPROVED ALTERNATIVE) SY 100 $20.00 6-INCH THICK RECYCLED CRUSHED CONCRETE FOR 2.25 TEMPORARY DRIVEWAYS AND ROAD SHOULDERS . SY 100 $20.00 ADJUST/RESET MANHOLE WITH NEW FRAME AND COVER, 2.26 UP TO ONE FOOT EA 5 $300.00 ADJUST/RESET MANHOLE WITH EXISTING FRAME AND 2.27 . COVER, UP TO ONE FOOT EA 5 $300.00 2.28 ADJUST/RESET MANHOLE EXCESS OVER ONE FOOT VF 5 $200.00 REMOVAL AND PLACEMENT OF GRANULAR BACKFILL MATERIAL (3/4 INCH CRUSHED LIMESTONE OR OTHER 2.29 APPROVED EQUAL) CY 100 $5.00 REMOVE AND DISPOSE OF MISCELLANEOUS CONCRETE, 2.30 BRICK, AND/OR MASONRY CY 50 $10.00 REMOVE AND REPLACE OR INSTALL NEW STD MANHOLE, . UP TO 8 FT DEPTH, WITH ALL JOINTS AND CONNECTIONS 2.31 (PRECAST) EA 3 $8,000.00 EXTRA DEPTH FOR.NEW OR REPLACEMENT STD 2.32 .. MANHOLE, OVER 8 FT DEPTH VF 10 $800.00 REMOVE AND REPLACE OR INSTALL NEW STD MANHOLE,. 2.33 UP TO 8 FT DEPTH EA 3 $2,000.00 . REMOVE AND REPLACE OR INSTALL NEW WATERTIGHT 2.34 MANHOLE EA 2 $4,000.00 INSTALL SHALLOW MANHOLE, LESS THAN 5 FOOT DEPTH, 2.35 WITH ALL JOINTS & CONNECTIONS EA 3 $2,000.00 SANITARY SEWER CLEANOUT PER STANDARD CLEANOUT 2.36 DETAIL ON SERVICE LATERAL EA 20 $400.00 SANITARY SERVICE RECONNECTION, INCLUDING STACK, COMPLETE ALL SIZES ALL DEPTHS FOR STANDARD 2.37 LOCATIONS EA 50 . $300.00 SANITARY SERVICE RECONNECTION,.INCLUDING STACK, COMPLETE ALL SIZES ALL DEPTHS FOR LOCATIONS REQUIRING SPECIAL HAND EXCAVATION AS APPROVED BY 2.38 INSPECTOR EA. 100 $400.00 Texas Pride Specification Responses Utilities, LLC Line Description UOM QTY Unit Extended SANITARY SERVICE CONNECTION BY REMOTE, COMPLETE 2.39 ALL SIZES ALL DEPTHS AS APPROVED EA 75 $50.00 :- REMOVE•EXISTING SANITARY SEWER SERVICE STUBS 2.40 AND REPLACE WITH 6-INCH STUBS EA 5 $400.00 2.41 REMOVE AND DISPOSE OF 6-INCH SANITARY SEWER LF 50 $5.00 2.42 REMOVE AND DISPOSE OF 8-INCH SANITARY SEWER LF 50 $7.00 2.43 REMOVE AND DISPOSE OF 12-INCH SANITARY SEWER LF 50 $10.00 6-INCH DIAMETER SANITARY SEWER, BY OPEN CUT- 2.44 PRESSURE RATED LF 100 $100.00 8-INCH DIAMETER SANITARY SEWER, BY OPEN CUT- 2.45 PRESSURE RATED LF 100 $100.00 12-INCH DIAMETER SANITARY SEWER, BY OPEN CUT- 2.46 PRESSURE RATED LF 100 $100.00 CLEANING AND TELEVISION INSPECTION OF EXISTING 2.47 SANITARY SEWER, ALL SIZES, ALL DEPTHS LF 500 $10.00 " ,.._.._ 2.48 ABADONMENT GROUTING OF 6-INCH SANITARY SEWER LF 50 $10.00 2.49 ABADONMENT GROUTING OF 8-INCH SANITARY SEWER LF 50 $11.00 2.50 ABADONMENT GROUTING OF 12-INCH SANITARY SEWER LF 50 $13.00 STATIC/PNEUMATIC PIPE BURSTING 6 INCH -8 INCH SEWER TO 8.625 INCH OD SDR 19, COMPLETE IN PLACE (INCL. ALL ENTRY/INTERIM/EXIT PITS CEMENT STABILIZED • _. 2.51 SAND BACKFIL AND LANDSCAPING) LF 50 $38.00 . ' SECTIONAL PIPE BURSTING 6 INCH -8 INCH SEWER TO 8.625 INCH OD , SDR 19, COMPLETE IN PLACE (INCL. ALL ENTRY/INTERIM/EXIT PITS CEMENT STABILIZED SAND 2.52 BACKFIL AND LANDSCAPING) LF 100 $38.00 CUT OR REMOVE EXISTING LINERS FROM HOST PIPE, ALL 2.53 SIZES,ALL DEPTHS LF 250 • $7.00 REHABILITATION OF MANHOLE BY 1 INCH THICK CONCRETE LINER-APPROVED MIX DESIGN (INCLUDING . 2.54 BENCH WORK) VF 250 $250.00 REHABILITATION OF MANHOLE BENCHES AND INVERTS - 2.55 ONLY WHEN CONSTRUCTED WITHOUT WALL LINING EA 5 $400.00 ' , MANHOLE WALL LINER FOR 4 FT DIAMETER MANHOLE, 1-8 2.56 FT DEEP, SEW PER COAT, INCLUDING RISERS EA 75 $300.00 Texas Pride Specification Responses Utilities, LLC Line Description UOM QTY Unit Extended MANHOLE WALL LINER FOR 4 FT DIAMETER MANHOLE 2.57 EXTRA DEPTH, SEW PER COAT, INCLUDING RISERS VF 200 $115.00 . REMOVE & DISPOSE OF FULL THICKNESS OF MANHOLE LINER, PLACE NEW WALL LINER, SEW PER COAT FOR 2.58 MANHOLE WITH FORCEMAIN LS 1 $2,000.00 2.59 FLUSH EXISTING WATER LINE LF 50 $50.00 REMOVE AND DISPOSE OF SMALL DIAMETER WATER LINE 2.60 (20-INCH AND SMALLER) LF 50 $5.00 REMOVE AND DISPOSE OF SMALL DIAMETER ASBESTOS 2.61 CEMENT WATER LINE (20-INCH AND SMALLER) LF 50 $20.00 REMOVE AND DISPOSE OF EXISTING 24 INCH - 30 INCH 2.62 WATER LINE LF 50 $30.00 2.63 6 INCH -8 INCH WATER LINE, OPEN CUT LF 50 $100.00 2.64 12 INCH- 16 INCH WATER LINE, OPEN CUT LF 50 $120.00 2.65 20 INCH WATER LINE, OPEN CUT LF 50 $160.00 6 INCH 8 INCH RESTRAINED JOINT WATER LINE, OPEN 2.66 CUT LF 50 $100.00 ' 12 INCH - 16 INCH RESTRAINED JOINT WATER LINE', OPEN 2.67 CUT LF 50 $120.00 _ 2.68 20 INCH RESTRAINED JOINT WATER LINE, OPEN CUT LF 50 $160.00 ' 6 INCH - 8 INCH RESTRAINED JOINT WATER LINE, 2.69 AUGURED LF 50 $100.00 12 INCH - 16 INCH RESTRAINED JOINT WATER LINE, 2.70 AUGURED LF 50 $140.00 2.71 20 INCH RESTRAINED JOINT WATER LINE, AUGURED LF 50 $180.00 ; 2.72 8 INCH RESTRAINED JOINT WATER LINE, IN CASING LF 50 $110.00 2.73 12 INCH RESTRAINED JOINT WATER LINE, IN CASING LF 50 $120.00 2.74 16 INCH RESTRAINED JOINT WATER LINE, IN CASING LF 50 $180.00 2.75 20 INCH RESTRAINED JOINT WATER LINE, IN CASING LF 50 $240.00 6 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR ' 2.76 EXISTING DIP, PVC OR CI PIPE EA 2 $3,000.00 8 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR 2.77 EXISTING DIP, PVC OR CI PIPE EA 2 $4,200.00 Texas Pride Specification Responses Utilities, LLC Line Description UOM QTY Unit Extended 12 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW 2.78 OR EXISTING DIP, PVC OR CI PIPE EA 2 $4,400.00 16 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON.NEW 2.79 OR EXISTING.DIP, PVC OR CI PIPE EA 2 $6,000.00 20 INCH RESTRAINED.JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW ' 2.80 OR EXISTING DIP, PVC OR CI_PIPE EA 2 $8,400.00 6 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, PVC 2.81 OR CI PIPE EA 2 $600.00 .__ _ . 8 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, PVC ' 2.82 OR CI PIPE EA 2 $800.00 -` 12 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, 2.83 PVC OR CI PIPE EA 2 $1,000.00 16 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, 2.84 PVC OR CI PIPE EA 2 $2,200.00 _ 20 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, 2.85 PVC OR CI PIPE EA 2 $3,400.00 ' 2.86 6 INCH CUT, PLUG &ABANDON EA 1 $500.00 2.87 8 INCH CUT, PLUG,&ABANDON EA 1 $500.00 , 2.88 12 INCH CUT, PLUG &ABANDON EA 1 $800.00 2.89 16 INCH CUT, PLUG &ABANDON . EA 1 $2,000.00 2.90 20 INCH CUT, PLUG &ABANDON EA 1 $4,000.00 2.91 6 INCH WET CONNECTION EA 1 $800.00 ' 2.92 8 INCH WET CONNECTION - EA 1 $1,000.00 _. 2.93 12 INCH WET CONNECTION EA 1 $1,400.00 , 2.94 16 INCH WET CONNECTION EA 1 $2,400.00 2.95 20 INCH WET CONNECTION - EA 1 $4,400.00 DISINFECTION AND PREPARATION OF EXISTING SMALL ' 2.96 DIAMETER WATER LINE LF 50 $40.00 ' . _ , 2.97 PROCURE UP TO 50 LINEAR FEET OF 24 INCH WATER LINE LF 50 $65.00 . 2.98 . PROCURE UP TO 50 LINEAR FEET OF 30 INCH WATER LINE LF 50 $80.00 INSTALL 24 INCH TO 30 INCH WATER LINE. UP TO 50 FEET 2.99 IN LENGTH. LF 150 $120.00 ' , . Texas Pride. Specification Responses Utilities, LLC • Line Description UOM QTY Unit Extended RESTRAINED JOINT MJ CLAMP OR LEAK REPAIR CLAMP ON , 2.100 NEW OR EXISTING 24 INCH DIP OR CI OR PCCP PIPE EA . 1 $10,000.00 RESTRAINED JOINT MJ CLAMP OR LEAK REPAIR CLAMP ON 2.101 _NEW OR EXISTING 30 INCH DIP OR CI OR PCCP PIPE .. : EA 1 $16,000.00 2.102 12 INCH GATE VALVE EA 1 $4,000.00 2.103 16 INCH GATE VALVE EA 1 $10,000.00 . . . '• 2.104 20 INCH GATE VALVE EA 1 $16,000.00 2.105 PROCURE 24, INCH GATE VALVE EA 1 $20,000.00 `. 2.106 PROCURE 30 INCH GATE VALVE EA 1, $24,000.00 2.107 INSTALL 24 INCH TO 30 INCH.GATE VALVE . EA 1 $10,000.00 . REMOVE AND REPLACE GATE ACTUATOR, 24 INCH TO 30 2.108 INCH EA ' 1 $4,000.00 ' , AIR VALVE (COMBINATION, AINR,.OR SIMILAR), 4 INCH AND . 2.109 SMALLER EA 5 $3,400.00 . AIR VALVE (COMBINATION, AUVR, OR SIMILAR), LARGER .. , 2.110 , THAN 4 INCH • EA 5 $4,200.00 _ VENT PIPING FOR AIR VALVE, 4 INCH AND SMALLER, UP TO 2.111. 8 FT HORIZONTAL LENGTH EA 5 . . $1,000.00 . . VENT PIPING FOR AIR VALVE, LARGER THAN 4 INCH, UP TO ' 2.112 8 FT HORIZONTAL LENGTH EA 5 $1,200.00 . '. 2.113 ADDITIONAL HORIZONTAL LENGTH OF VENT PIPING LF 8 $100.00 , , '. 2.114 REMOVE EXISTING AIR VALVE, ALL SIZES . EA 5 $500.00 2.115 BOLLARDS EA 10 $400.00 2.116. . SITE RESTORATION (HYDRO-MULCH SEEDING) 'AC _ 1 $4,500.00 ' 2.117 FILTER FABRIC FENCE LF 500 $2.00 , ' 2.118 REINFORCED FILTER FABRIC LF 50 $50.00 STABILIZED CONSTRUCTION ROAD, PARKING AREA, EXITS 2.119 AND TRUCK WASHING AREA SY 150 $30.00 . 2.120 EXTRA LABOR (UNSKILLED) HR - 10 . $24.00 ; 2.121 EXTRA HAND EXCAVATION CY 10 $100.00 ' _ ' 2.122 EXTRA MACHINE EXCAVATION CY 10 $7.00 , 2.123 EXTRA EXCAVATION AROUND OBSTRUCTION CY .10 $40.00 ,' . 2.124 BYPASS PUMPING AS NEEDED (PER DAY) DAY 1 $5,000.00 ' , ' . Project Manual for: Citywide -Water and Sanitary Sewer On Call Repair & Extended Services Bid No.: 0819-61 August, 2019 Prepared By• Rajendra Shrestha City of Pearland 3519 Liberty Dr. CITY OF PEARLAND BRAZORIA COUNTY, TEXAS TABLE OF CONTENTS SECTION TITLE DIVISION 0 — BIDDING AND CONTRACT DOCUMENTS 00100 Invitation to Bid 00200 Instructions to Bidders 00300 Bid Proposal 00500 Standard Form of Agreement 00610 Perfoiivance Bond 00611 Payment Bond 00612 One -Year Maintenance Bond 00615 Partial Waiver of Lien 00700 General Conditions of Agreement 00800 Special Conditions of Agreement 00811 Wage Scale for Engineering Construction DIVISION 1— GENERAL REQUIREMENTS 01100 Summary of Work 01140 Contractor's Use of Premises 01200 Measurement and Payment Procedures 01290 Change Order Procedures 01310 Coordination and Meetings 01350 Submittals 01380 Construction Photographs 01420 Referenced Standards 01430 Contractor's Quality Control 01450 Testing Laboratory Services 01505 Mobilization 01555 Traffic Control and Regulation 01560 Filter Fabric Fence 01564 Control of Ground Water and Surface Water 01570 Trench Safety System 01600 Material and Equipment 01630 Product Options and Substitutions 01760 Project Record Documents 01770 Contract Closeout DIVISION 2 — SITE WORK 02252 Cement Stabilized Sand 02255 Bedding, Backfill, and Embankment Materials 02316 Excavation and Backfill for Roadways 00010 - 1 of 2 CITY OF PEARLAND TABLE OF CONTENTS 02318 Excavation and Backfill for Utilities 02415 Augering Pipe or Casing for Sewers 02417 Augering Pipe or Casing for Water Lines 02510 Water Mains 02512 Polyethylene Wrap 02513 Steel Pipe and Fittings for Large Diameter Water Lines 02514 Fire Hydrant Assembly 02515 Water Tap and Service Line Installation 02530 Gravity Sanitary Sewers 02531 Sanitary Sewer Service Leads or Reconnections 02532 High Density Polyethylene (HDPE) Solid Wall Pipe 02532W High Density Polyethylene (HDPE) Solid Wall Pipe For Water 02533 Sanitary Sewage Force Mains 02534 PVC Pipe 02540 Tapping Sleeves and Valves 02541 Water and Wastewater Line Valves 02542 Concrete Manholes and Accessories 02603 Frames, Grates, Rings, and Covers 02633 Adjusting Manholes, Inlets, and Valve Boxes 02634 Ductile Iron Pipe and Fittings 02635 Steel Pipe and Fittings 02636 Polyurethane Coating on Steel or Ductile Iron Pipe DIVISION 3 - CONCRETE 03300 Cast In Place Concrete 03310 Structural Concrete END OF SECTION 00010 - 2 of 2 CITY OF PEARLAND INVITATION TO BID Section 00100 INVITATION TO BID CITY OF PEARLAND TEXAS Lowest Responsible Bidder Sealed Electronic Bids will be accepted for the following project, in the City's E-bid System. Electronic bids shall be submitted through the City's web site at: https://pearland.ionwave.net. All interested Bidders are required to register as a "supplier" on the City's E-bid System at the above web address and clicking on "Supplier Registiation" Registration provides automatic access to any changes to the Plans, Specifications or Bid time and date. However, submission of an E-bid requires completing a short registration questionnaire found on this web site. For more information regarding registration instructions, see INSTRUCTIONS TO BIDDERS, Section 00200, mcluded in the project bid documents viewable on the web site. Questions regarding electronic bidding should be directed to City Purchasing Officer at ebids a pearlandtx.gov. All Bids submitted electronically will remain confidential until the opening date and time when they will be opened and read into the public record. Bids, shall be submitted on the form provided in the E-bid System and submitted electronically through this system to the City Purchasing Office, City of Pearland, City Hall Annex located at 3523 Liberty Drive, Pearland, Texas 77581 Electronic bids will be accepted until 11:00 a.m., Thursday, September 17, 2019. All Bids shall reference the following project information in the appropriate locations in provided electronic format. All properly submitted bids shall be publicly opened" and read aloud into the public record following the closing of the acceptance period for the construction of: Citywide - Water and Sanitary Sewer On Call Repair and Extended Services City of Pearland, Texas BID NO.: 0819-61 A pre -bid conference will be held at the City of Pearland City Hall Annex at 3523 Liberty Drive, Pearland, Texas 77581 at 9:00 a m. on Tuesday, September 5, 2019. The project will entail the rehabilitation of sanitary sewer manholes, located at various location throughout the City, as needed. - Upon award of a contract, the successful Bidder will be required to utilize the City's web based project management software, "Pro -Teak' for the administration of the construction project including but not limited to, all transmittals and material submittals, RFI's RFC's, Change Orders Applications for Payment and all project communications with the City its Construction Manager and Engineer. This system has certain hardware, Internet access and operation requirements that form the basis for all project communications, documentation and records for the project. For more information, see INSTRUCTIONS TO BIDDERS, Section 00200. Electronic Bid Documents: including Contract Documents, Plans and Technical Specifications are available for download on the City s Website at: https://pearland.ionwave.net upon registration. The documents are NOT viewable without registration. These same documents are also available at the following locations. 10-2012 00100 - I of 3 CITY OF PEARLAND INVITATION TO BID City of Pearland, City Hall Purchasing Department 3519 Liberty Drive Pearland, Texas 77581 Amtek Plan Room 4001 Sherwood Houston, TX 77092 The Associated General Contractors of America, Inc. 2400 Augusta, Suite 350 Houston, TX 77057 Virtual Builders Exchange 7035 W. Tidwell Building J, Suite 112 Houston, TX 77092 McGrawHill Construction — Dodge Reports (281) 652-1600 (713) 956-0100 (713) 334-7100 (832) 613-0201 1-800-393-6343 No plan fees or deposits are required for plans and bid documents obtained through the City's E- bid System. BIDDERS MUST REGISTER AS A SUPPLIER ON THE CITY'S E-BID SYSTEM IN ORDER TO SUBMIT A BID EVEN IF BID DOCUMENTS ARE OBTAINED VIA ONE OF THE PLAN HOUSES. Bidders accept sole responsibility for downloading all of the required documents, plans, specifications bid forms and addenda required for bidding. No bid may be withdrawn or terminated for a period of ninety (90) 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 N/A% of the total base bid price must accompany each proposal. Bidders submitting bids electronically through the E-bid System shall scan and up -load a copy of the sealed Bid Bond as an attachment to their bid. Original documents for Bid Security shall be requested by the City from the lowest two bidders and delivered to the City's Purchasing Office within 48 business hours of the Bid Opening. Bid Security shall be delivered to: Office of City Purchasing, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581. The successful Bidder 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 included in the Contract Documents, in the amount of $100,000, 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 10-2012 00100 - 2 of 3 CITY OF PEARLAND INVITATION TO BID 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. Nondiscrimination: The City, in accordance with Title VI of the Civil Rights Act of 1964, 78 Stat. 252, 42 U.S.C. 2000d to 2000d-4 and Title 49, Code of Federal Regulations, Department of Transportation, Subtitle A, Office of the Secretary, Part 21, Nondiscrimination in Federally - Assisted programs of the Department of Transportation issued pursuant to such Act, hereby notifies all bidders that it will affirmatively insure that in any contract entered into pursuant to this advertisement, minority business enterprises will be afforded full opportunity to submit bids in response to this invitation and will not be discriminated against on the grounds of race, color, or national origin in consideration for an award. DBE/SBE Goal: The Disadvantaged Business Enterprise (DBE) goal for this project is N/A%. The Small Business Enterprise (SBE) goal for this project is N/A%. DBEs and SBEs selected must be TxDOT approved. Race neutral participation is encouraged and can be achieved through various supplier and subcontracting opportunities. Selection Criteria: The Contract is to be awarded on the basis of Lowest Responsible Bidder. In identifying this criteria the City will consider: 1) lowest total bid price for all work listed and specifically requested, including but not limited to: Base Bid, Extra Work items and selected Alternates. The City of Pearland reserves the right to award a contract based on any combination of the above considered to be in its best interests or to reject any or all bids. A bid that has been "opened" may not be changed for the purposes of correcting an error in the bid price. Maria Rodriguez, Interim City Secretary City Secretary, City of Pearland First Publication date August 29, 2019 Second Publication date September 5, 2019 10-2012 00100 - 3 of 3 i CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Section 00200 INSTRUCTIONS TO BIDDERS I. Defined Terms 1.1 The term "Owner" hereinafter is defined as the City of Pearland and is used interchangeably with the term "the City". Both terms are synonymous and refer to the City 1.2 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 to whom the Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. The term "Bid Documents" includes the Invitation to Bidders, Instructions to Bidders, the Bid Proposal, and the proposed Contract Documents (including all Addenda issued prior to receipts of bids). 1.3 The term "E-bid System" refers to the City s electronic bidding system. This is a web - based system that provides all Bid Documents electronically to potential Bidders and forms the pathway for interested Bidders to submit bids m response to advertisement and invitation. The term "e-bid' and/ or ` electronic bid' means the Bidders' electronic response submitted on the electronic Bid Proposal to the Owner by way of the E-bid System. The terms "electronic bid" or co -bid" are used inter -changeably to describe the above bid process to submit an authorized bid to the City in response to an Invitation to Bidders. 1.4 The term "Pro-Trak" means the City's web -based contract administration and construction records management system used by involved parties to administer the project This system serves as the web accessed centralized information distribution hub for communications and document management, pay application processing and record retention for all project documentation. Operational instructions for this system will be issued to the successful Bidder at the pre -Construction Meeting. 1.5 All other definitions set out in the Contract Documents are applicable to terms used in the Bidding Documents. 1.6 Unless otherwise expressly provided herein, all references to "day(s)" shall mean consecutive calendar day(s). 2. Registration for E-bid System 21 The Owner's E-bid System is accessible via the City's web site at https://pearland.ionwave.net Bid documents can be viewed by simply selecting a specific 10-2012 00200 - 1 of 8 CITY OF PEARLAND INS'I'RUCI'IONS TO BIDDERS i • project from the BID OPPORTUNITIES list and clicking on that project AFTER registration as a Supplier. Potential Bidders MUST REGISTER as a "Supplier" by clicking on the Supplier Registration button and completing the registration form. Registrants must provide data for all categories marked with a "* ' and must select the following project bid categories: Building Construction Services, New (includes Maintenance and Repair) Construction Services, General " Construction Services, Heavy " Construction Services, Trade (new construction) Select the appropriate Time Zone for the Bidder's location and whether that location observes Daylight Savings time. Complete the registration information providing all required contact information and establish password security for the E-bid System. Once complete, "suppliers' will receive emails notifying of bid opportunities. Downloadmg any project bid data will automatically place the bidder's contact information on the list of plan holders list and the E-bid System will automatically send any and all updates, changes or addenda associated with that proj ect 2.2 The electronic Bid Proposal can only be submitted through this system. The form can be printed for Bidder's use, but the Bid Proposal MUST be submitted on the electronic form within the E-bid System. 2.3 Questions regarding use of the E-bid System may be directed by email to: ebids@pearlandtx.gov. 4' 3. Copies of Bidding Documents 3.1 Complete sets of "electronic" Bidding Documents are available for download to registered Bidders at No Cost from the City s E-bid System at: www.cityofpearland.org/bids. Interested Bidders must register as a `Supplier" on this site rn order to receive the Bid Documents, and all Addenda or other notifications of changes, including communications from the Owner or Engineer. All Bid Documents are available to download and print. 3.2 The Bidder accepts sole responsibility for ensuring that he obtains a full set of these documents by completing the registration and executing a full and complete download of the project documents. Downloading of Bid Documents automatically ensures receipt of' any and all subsequent communications from the City or its Engmeer. 3.2 Copies of Bidding Documents are available or may be viewed at any of the Plan Houses listed in the Invitation to Bidders. It is recommended that all interested Bidders, whether bidding directly to the Owner or Sub -bidders bidding to a Bidder, register as a Supplier and download the project Bid Documents 3.3 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 10-2012 00200 - 2 of 8 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS the use of incomplete sets of Bidding Documents including, but not limited to all Addenda issued prior to bid. 3.4 Owner and Engineer, in making 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. 4. Qualifications of Bidders 4.1 In determining to whom to award a contract, the City of Pearland may consider, in addition to the other selection criteria identified in section 16 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 being 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 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 deterrnine 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. 5. Examination of Contract Documents and Site 5.1 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, (f) to recognize and plan for use of the City's "Pro-Trak" software to administer the construction process and perform the work of the project. 5.2 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, but such reports are not part of the Contract Documents. Bidder may not and should not 10-2012 00200 - 3 of 8 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS rely upon the accuracy of the data contained in such reports, interpretations or opinions contained therein, or the completeness thereof, for the purposes of bidding or construction. 5.3 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. 5.4 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 prices for performing and furnishing the Work in accordance with the Contract Time, Contract Pride and other terms and conditions of the Contract Documents. 5.5 On request in 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 forrirer condition upon completion of such explorations. 5.6 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, access thereto or contractual arrangements for use by the Contractor 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. 5.7 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 furnishing all of the Work required by the Contract Documents and such means, methods, techniques, sequences or procedures of construction as may be indicated in, required by or reasonably inferred from the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all tenirs and conditions for performance and furnishing of the Work. 6. Interpretations and Addenda 6.1 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 delivered or transmitted by electronic means to all registered Bidders in the City's E-bid System. Questions received less than five (5) days prior to the date for opening of Bid Proposals may not be answered. Only questions answered by 10-2012 00200 - 4 of 8 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect. 6.2 Addenda may also be issued to modify the Bidding Documents as deemed advisable by Owner or Engineer. Addenda will automatically be made available to all registered Bidders that have downloaded Bid Documents from the City's E-bid System. 7. Bid Security 7.1 Each Bid Proposal must be accompanied by bid security made payable to Owner in an amount of zero percent (0%) of the Bidder's maximum Bid Proposal price, in the form of a certified check, cashier's check or a Bid Bond ("Bid Security"). 7.2 Bidders submitting bids through the E-bid System shall scan and up -load a copy of their Bid Security (sealed Bid Bond, Certified Check or Cashier's Check) as an attachment to their electronic bid. Original documents for Bid Security shall be requested by the City from the lowest two bidders and delivered to the City's Purchasing Officer within 48 business hours of the Bid Opening. Bid Security shall be delivered to: Office of City Purchasing, Finance Department, 2nd Floor City Hall, 3519 Liberty Drive, Pearland, Texas 77581. 7.3 The Bid Security of the Successful Bidder will be retained until such time as Bidder has executed the Standard Form of Agreement, and furnished the required Performance and Payment Bonds, whereupon the Bid Security of both bidders 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 shall be entitled to make a claim against the Bid Security. The Bid Security of other Bidders will be retained until the Contract is awarded and the Standard Form of Agreement becomes effective, or all bids are rejected, whereupon Bid Security furnished by all such Bidders will be returned. 8. Contract Time 8.1 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"). All references to "time" or "days" shall be interpreted as consecutive calendar days. 9. Liquidated Damages and Early Completion Bonus 9.1 Provisions for liquidated damages and early completion bonus, if any, are set forth in the Standard Form of Agreement. 10 Substitute or "Or -Equal" Items 10.1 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 material 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 10-2012 00200 - 5 of 8 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS shall be interpreted 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. 11. Bid Form 11.1 The Bid Proposal form (Section 00300 — Bid Proposal) is included with the Bidding Documents when downloaded. This Document must be printed and signed, as required below, and then uploaded as an Attachment to the Bid All E-bids must be submitted on the City's official E-bid System Bid Proposal document. All blanks on the Bid Proposal form must be completed or filled in. The Bidder shall bid all Alternates if any. Incomplete Bid Proposals may be cause for rejection. 11.2 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 attested by the secretary or an assistant secretary. The corporate address and state of incorporation must be shown below the signature. Once executed the document is to be uploaded as an attachment to the Bid. 11.3 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. All names must be typed or printed below the signature. Once executed the document is to be uploaded as an attachment to the Bid 11.4 The Bidder shall acknowledge receipt of all Addenda (the number of which must be filled rn on the Bid Proposal form). 11.6 The address and telephone number for communications regarding the Bid Proposal must be shown on the Bid Proposal form. 12. Submission of Bid Proposals 12.1 The place, date and/or time designated for opening Bid Proposals may be changed in accordance with applicable laws, codes and ordinances. Any such changes to the Bid Schedule shall be made by Addenda. 12.2 Electronic Bids shall be submitted per the requirements, instructions, terms and conditions as stated in the registration and submittal instructions of the City's E-bid System electronic bidding software. All Bidders utilizing this system MUST register as a potential supplier, (Bidder) E-Bids are submitted directly via the City's Web based system located at https //pearland.ionwave.net. Bid Proposals submitted after the bid date and time will be rejected. 13. Modification and Withdrawal of Bid Proposals 13.1 Prior to submission, E-bid Bid Proposals may be modified or withdrawn without prejudice. 13.2 Once submitted, Bid Proposals may only be modified by an appropriate document duly executed (in the manner that a Bid Proposal must be executed) and delivered to Office of City 10-2012 00200 - 6 of 8 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Purchasing, Finance Department, 2"d Floor City Hall, 3519 Liberty Drive, Pearland, Texas 77581 and submitted any time prior to the opening of Bid Proposals. 13.3 A Bidder may not modify or withdraw its Bid Proposal by facsimile or verbal means. A withdrawn Bid Proposal may be resubmitted prior to the designated time for opening Bid Proposals. 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. 13.4 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, at the discretion of the Owner, Owner may make a claim against the bid security. Thereafter, that Bidder will be disqualified from further bidding on the Project to be provided under the Contract Documents. 14. Opening of Bid Proposals 14.1 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. 15. Bid Proposals to Remain Subject to Acceptance 15.1 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 prior to that date. 16. Award of Contract 16.1 Owner reserves the right to reject any and all Bid Proposals, to waive any and all informalities not involving price, time or changes in 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. Contracts are awarded on the basis of one of the following criteria: A) provision of the "Best Value" or B) Lowest Responsible Bidder 16.2 Best Value. 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 10-2012 00200 - 7 of 8 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 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 Bidder; and 9) any other relevant criteria specifically listed in the Bidding Documents. A contract to be awarded to the Bidder offering the Best Value may be let on either a lump sum basis or a unit cost basis dependent on the Bid Proposal format. 16.3 Lowest Responsible Bidder. In determining Lowest Responsible Bidder, Owner will consider: Lowest Total Bid price for all work including Base Bid, Extra Work and Alternates, if any, and any other cost criteria. Additional evaluation criteria may include: the Qualifications of the Bidders, whether or not the Bid Proposals comply with the prescribed requirements, and such alternates, unit prices and other data, as may be requested in the Bid Proposal form or prior to the Notice of Award. Discrepancies in the multiplication of units of Work and unit prices 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 in favor of the correct sum. A contract to be awarded to the Lowest Responsible Bidder may be let on either a lump sum basis or a unit cost basis dependent on the Bid Proposal format. Acceptance of any and all bids may be conditioned on compliance with the requirement for attendance of the mandatory pre -bid meeting. 16.4 In either case, Owner may conduct such investigations 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. 17. Contract Security 17.1 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. 18. Signing of Agreement 18.1 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 Fonn 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 10-2012 00200 - 8 of 8 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS and the Successful Bidder until proper execution and attestation of the Standard Form of Agreement by authorized representatives of the Owner. 19. Pre -bid Conference 19.1 A pre -bid conference will be held as indicated in the Invitation to Bid. Attendance at the pre -bid conference is MANDATORY to fulfill the prerequisite requirements for Bidders bidding directly to the Owner. 20. Retainage 20.1 Provisions concerning retainage are set forth in the Contract Documents. END OF SECTION 10-2012 00200 - 9 of 8 Title VI Nondiscrimination Assurances APPENDIX A During the performance of this contract, the contractor, for itself, its assignees and successors in interest (hereinafter referred to as the "contractor") agrees as follows: (1) Compliance with Regulations: The contractor shall comply with the Regulations relative to nondiscrimination in Federally -Assisted programs of the Department of Transportation (hereinafter, "DOT") Title 49, Code of Federal Regulations, Part 21, as they may be amended from time to time, (hereinafter referred to as the Regulations), which are herein incorporated by reference and made a part of this contract. (2) Nondiscrimination: The contractor, with regard to the work performed by it during the contract, shall not discriminate on the grounds of race, color, or national origin in the selection and retention of subcontractors, including procurements of materials and leases of equipment. The contractor shall not participate either directly or indirectly in the discrimination prohibited by Section 21.5 of the Regulations, including employment practices when the contract covers a program set forth in Appendix B of the Regulations. (3) Solicitations for Subcontracts, including Procurements of Materials and Equipment: In all solicitations either by competitive bidding or negotiation made by the contractor for work to be performed under a subcontract, including procurements of materials or leases of equipment, each potential subcontractor or supplier shall be notified by the contractor of the contractor's obligations under this contract and the Regulations relative to nondiscrimination on the grounds of race, color, or national origin. (4) Information and Reports: The contractor shall provide all information and reports required by the Regulations or directives issued pursuant thereto, and shall permit access to its books, records, accounts, other sources of information, and its facilities as may be determined by the Sub -Recipient or the Federal Highway Administration to be pertinent to ascertain compliance with such Regulations, orders and instructions. Where any information required of a contractor is in the exclusive possession of another who fails or refuses to furnish this information the contractor shall so certify to the Sub -Recipient, or the Federal Highway Administration as appropriate, and shall set forth what efforts it has made to obtain the information. (5) Sanctions for Noncompliance: In the event of the contractor's noncompliance with the nondiscrimination provisions of this contract, the Sub -Recipient shall impose such contract sanctions as it or the Federal Highway Administration may determine to be appropriate, including, but not limited to: (a) withholding of payments to the contractor under the contract until the contractor complies, and/or (b) cancellation, termination or suspension of the contract, in whole or in part. (6) Incorporation ot Provisions: The contractor shall include the provisions of paragraphs (1) through (6) in every subcontract, including procurements of materials and leases ot equipment, unless exempt by the Regulations, or directives issued pursuant thereto. The contractor shall take such action with respect to any subcontract or procurement as the Sub -Recipient or the Federal Highway Administration may direct as a means of enforcing such provisions including sanctions for non-compliance. Provided, however, that, in the event a contractor becomes involved in, or is threatened with, litigation with a subcontractor or supplier as a result of such direction, the contractor may request the Sub -Recipient to enter into such litigation to protect the interests, of the Sub -Recipient, and, in addition, the contractor may request the United States to enter into such litigation to protect the interests ot the United States. CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Part A Date: Bid of Ttice Wet, kiabl ktcs, Ll.t,. , an individual proprietorship / a corporation organized and existing under the laws of the State of Texas / a partnership consisting of -moot V4101-InZ,t,v 5 6J4t&rihe construction of: Citywide - Water and Sanitary Sewer On Call Repair and Extended Services City of Pearland, Texas BID NO.: 0819-61 (Submitted in Electronic format) 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 perform all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and matei ials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of or rehabilitation of Citywide sanitary sewer and water infrastructure on an as needed/requested basis as directed by City staff. The project consists of the construction and rehabilitation of sanitary sewer and water infrastructure including mobilization, installation, traffic control and restoration of surface area as associated with repairs, with all related appurtenances, complete, tested, and operational, in accordance with the Plans and Specifications prepared by the City Engineering and Public Works deartment, with all related appurtenances complete, tested, and operational, for the unit prices or applicable prices set forth in Exhibit "A", the electronic bid form as contamed m the City's E-bid system, which once fully executed and submitted shall constitute a legal and executable proposal from the Bidder 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 Bidder binds himself, upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish an acceptable Performance and Payment Bond and Maintenance 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 Part B of this Proposal along with all required insurance in the required amounts. • Bidder's Initial's: 10-2012 00300 -1 of 3 CITY OF PEARLAND BID PROPOSAL The undersigned Bidder agrees to commence work within 10 days of the date of a written Notice to Proceed. It is understood that the Work is to be Substantially Complete within thirty (30) days after the date of the Notice to Proceed. Time for Substantial Completion shall begin on the date established by the Notice to Proceed. The Contractor will pay liquidated damages in the amount(s) specified in Document 00500 — Standard Form of Agreement, m the event the Work is not Substantially Complete within the Contiact Time. The undersigned agrees that the amounts bid in this Bid Proposal will not be withdrawn or modified for ninety (90) days following date of Bid Proposal opening or such longer period as may be agreed to m writing by the City of Pearland and Bidder. It is understood that in the event the Successful Bidder fails to enter mto the Standard Form of Agreement and/or to furnish an acceptable Performance and Payment Bond and Mamtenance Bond if required, each in the amount of $100,000, along with all required insurance in the stated amounts 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 Bidder acknowledges that 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.: Dates Addendum No.: Date: Addendum No.: Date: Addendum No.: Date: Bidder hereby represents that the only person or parties interested in this offer as principals are those named. Bidder has not directly or indirectly entered mto any agreement, participated in any collusion, or otherwise taken any action m restraint of free competitive bidding. Firm Name: i CG 1C3tsRick U}1\uklDE_ es By Title: 'VI. w t Jc 1 0%5 'M (Ara Lz1 Address' 5 Car blist act ° IwSTo rk 77 03 7 Phone No: $32' CPO 0701 ATTEST: (Type or Printed Name) Signature Date: l0ty' (Seal, if Bidder is a Corporation) 10-2012 Bidder's Initial's: 00300 - 2 of 3 CITY OF PEARLAND BID PROPOSAL END OF SECTION Bidder's Initial's: 10-2012 00300 - 3 of 3 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Section 00500 STANDARD FORM OF AGREEMENT THIS AGREEMENT is by andtbetween City of Pearland (hereinafter called OWNER or City) and Tx45 ?At.u�" t5% (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: Citywide - Water and Sanitary Sewer On Call Repair and Extended Services City of Pearland, Texas BID NO.: 0819-61 Article 2. ENGINEER The Work has been designed by the Engineering and Public Works Departments who are 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 in accordance with the Contract Documents. -Article 3. 3.1 3.2 10-2012 CONTRACT TIME The Work will be Substantially Complete (as defined in Article 1 of the General Conditions) within the number of calendar days defined in each Task Order from the date when the Contract Time commences to run as provided in paragraph 5.01 of the General Conditions (as revised in the Special Conditions if applicable), and completed and ready for Final Payment within the number of days defined in each Task Order Agreement. The total contract time for this Agreement will be one year with two one year renewal options availalbe if both parties are in agreement. No work will be allowed on Sundays. Liquidated Damages. OWNER and CONTRACTOR recognize that time is of the essence of this Agreement and that OWNER will suffer fmancial 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 one hundred dollars ($100 00) for each day that expires after the time specified in paragraph 3.1 for Substantial Completion until the Work is substantially complete. After Substantial Completion, if CONTRACTOR shall neglect, refuse or fail to complete the remaining Work within the time set out in the Certificate of Substantial Completion or any proper 00500 - 1 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT extension thereof granted by OWNER, CONTRACTOR shall pay OWNER one hundred dollars $100.00 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 Friday, 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 in strict accordance with the Contract Documents in current funds $ (the "Contract Price"). The Contract Price includes the Base Bid and Alternate(s) #_N/A_ as accepted by OWNER and edit as required 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, in 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 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 payment of the 10-2012 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 6.09 of the General Conditions, OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER as provided in said paragraph 6.09. Article 6. INTEREST Interest on any overdue payment from OWNER to CONTRACTOR shall be paid in accordance with the provisions of Chapter 2251.025 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 arid 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 10-2012 00500 - 3 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 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. 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 in accordance with the other terms and conditions of the Contract Documents, including any written resolution of any such conflict, error or discrepancy by ENGINEER. In the event of a conflict that was not brought to the OWNER's or ENGINEER's attention prior to the bid, the CONTRACTOR is assumed to have bid the most expensive alternative. 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 N/A noted as maps and inspections. 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 in this Article 8. The Contract Documents may only be amended, modified or supplemented as provided in the General Conditions. 10-2012 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 in the General Conditions. 9.2 No assignment by a party hereto of any rights under or interests in the Contract Documents 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 immediately unless such repairs require long lead time materials and equipment in which case CONTRACTOR shall provide an agreeable schedule for repairs 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 in 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 in 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 carried out with the same force and effect as if the severed provision had not been part of this Contract. 10-2012 00500 - 5 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 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. 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 materials 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. 10-2012 00500 - 6 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in duplicate. One counterpait 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: , 20. OWNER' CONTRACTOR:TX'tS IWale ut%%c3scS, Lated CITY OF PE LAND By: (L�,� By: Title: ea) AlAn 4 ter Title: lM t o int 1✓ tive• bet - Date: 1 U' f S (\ Date: 10.1 it- ATTEST ATTEST (Corporate Seal) Address for giving notices 7;5 ea (La ws4-crn TR t1 b37 Phone: `632. (Q O 1. 007 Fax: d-S1'0110' % SOT Agent for service of process: LUG 5 Gvtinnik.„ G te)cAsericke\(4Lob.Cool END OF SECTION 10-2012 00500 - 7 of 7 Bond #TXC612321 CITY OF PEARLAND Section 00610 PERFORMANCE BOND STATE OF TEXAS § COUNTY OF BRAZORIA § PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That Texas Pride Utilities, LLC of the City of Houston , County of Harris , and State of Texas, as principal, and Merchants Bonding Company (Mutual) 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 $ 100,000.00 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 day of , 20 , (the "Contract") to commence and complete the construction of certain improvements described as follows: Citywide - Water and Sanitary Sewer On Call Repair and Extended Services City of Pearland, Texas BID NO.: 0819-61 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 in 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 CITY OF PEARLAND PERFORMANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of , 20_ _ . Principal: Surety: Texas Pride Utilities, LLC By: _."-sers Title: ^Mal aJ► 114 e,rbcr Merchants Bonding Company (Mutual) By: Title: Cheryl R.Colson Attorney -In -Fact Address: Address: 725 Carby Road Houston, Texas 77037 Telephone: (832) 607-0707 Fax: N/A 6700 Westown Parkway West Des Moines, IA 50266-7754 Telephone: (515) 243 8171 Fax: (515) 243-3854 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 Bond #TXC612321 CITY OF PEARLAND PAYMENT BOND Section 00611 PAYMENT BOND STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS: That Texas Pride Utilities, LLC of the City of Houston , County of Harris , and State of Texas, as principal, and Merchants Bonding Company (Mutual) 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 $ 100,000.00 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 day of , 20 , (the "Contract") to commence and complete the constriction of certain improvements described as follows: Citywide - Water and Sanitary Sewer On Call Repair and Extended Services City of Pearland, Texas BID NO.: 0819-61 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 in 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 this instrument this day of , 20. . Principal: Texas Pride Utilities, LLC By: r Title: _' adnet, Address: 725 Carby Road Houston, Texas 77037 Surety: Merchants Bonding Company (Mutual) By: Che R. Colson,Attorney-In-Fact Title. y Address: 6700 Westown Parkway West Des Moines, IA 50266-7754 Telephone: (832) 607-0707 Telephone: (515) 243-8171 Fax' N/A Fax: (515) 243-3854 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 of 2 Bond #TXC612321 CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND Section 00612 ONE-YEAR MAINTENANCE BOND STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS: That Texas Pride Utilities, LLC of the City of Houston , County of Harris , and State of Texas, as principal, and Merchants Bonding Company (Mutual) 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 $ 100,000.00 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 day of , 20 , (the "Contract") to commence and complete the construction of certain improvements described as follows: Citywide — Water and Sanitary Sewer On Call Repair and Extended Services City of Pearland, Texas BID NO.: 0819-61 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 to be performed thereunder. 07/2006 00612 - 1 of 2 CITY OF PEA.RLAND ONE-YEAR MAINTENANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of , 20 . Principal: Surety: Texas Pride Utilities, LLC By: y� _ ,� Title: 5145 e• In 10er Address: 725 Carby Road Houston. Texas 77037 Telephone: (832) 607-0707 Fax: N/A Merchants Bonding Company (Mutual) By: Title: Cheryl R. Colson, Attorney -In -Fact Address: 6700 Westown Parkway West Des Moines, IA 50266-7754 Telephone: (515) 243-8171 Fax (515) 243 3854 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 MERCHANTS BONDING COMPANY,, POWER OF ATTORNEY Know All Persons By These Presents, that MERCHANTS BONDING COMPANY (MUTUAL) and MERCHANTS NATIONAL BONDING, INC., both being corporations of the State of Iowa (herein collectively called the "Companies") do hereby make, constitute and appoint, individually, Bryan Lewis; Cheryl R Colson; Cynthia Haslam; Elaine Lewis; Jeanne M Buchan; Kevin McQuain; Melia E Mann; Misty Witt; Rosalyn D Hassell; Scott D Chapman; Timothy J Maley their true and lawful Attorney(s)-in-Fact, to sign its name as surety(ies) and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof, on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. This Power -of -Attorney is granted and is signed and sealed by facsimile under and by authority of the following By -Laws adopted by the Board of Directors of Merchants Bonding Company (Mutual) on April 23, 2011 and amended August 14, 2015 and adopted by the Board of Directors of Merchants National Bonding, Inc., on October 16, 2015. "The President, Secretary, Treasurer, or any Assistant Treasurer or any Assistant Secretary or any Vice President shall have power and authority to appoint Attorneys -in -Fact, and to authorize them to execute on behalf of the Company, and attach the seal of the Company thereto, bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof." "The signature of any authorized officer and the seal of the Company may be affixed by facsimile or electronic transmission to any Power of Attorney or Certification thereof authorizing the execution and delivery of any bond, undertaking, recognizance, or other suretyship obligations of the Company, and such signature and seal when so used shall have the same force and effect as though manually fixed." In connection with obligations in favor of the Florida Department of Transportation only, it is agreed that the power and aut hority hereby given to the Attorney -in -Fact includes any and all consents for the release of retained percentages and/or final estimates on engineering and construction contracts required by the State of Florida Department of Transportation. It is fully understood that consenti ng to the State of Florida Department of Transportation making payment of the final estimate to the Contractor and/or its assignee, shall not relieve this surety company of any of its obligations under its bond. In connection with obligations in favor of the Kentucky Department of Highways only, it is agreed that the power and authority hereby given to the Attorney -in -Fact cannot be modified or revoked unless prior written personal notice of such intent has been given to the Commissioner - Department of Highways of the Commonwealth of Kentucky at least thirty (30) days prior to the modification or revocation. In Witness Whereof, the Companies have caused this instrument to be signed and sealed this 31 st day of August , 2018 . • q 10 Nq```'•. y?G RPOR�0 v\ 2003 •Via`••' STATE OF IOWA ••``""'\•• "'••• COUNTY OF DALLAS ss. On this this 31st day of August 2018 , before me appeared Larry Taylor, to me personally known, who being by me duly sworn did say that he is President of MERCHANTS BONDING COMPANY (MUTUAL) and MERCHANTS NATIONAL BONDING, INC.; and that the seals affixed to the foregoing instrument are the Corporate Seals of the Companies; and that the said instrument was signed and sealed in behalf of the Companies by authority of their respective Boards of Directors. •yO�ORP0/1•••oy.• _. d' 1933 •: c' B •ti' By ALICIA K. GRAM Commission Number 767430 My Commission Expires April 1, 2020 MERCHANTS BONDING COMPANY (MUTUAL) MERCHANTS NATIONAL BONDING, INC. President 1(_ Notary Public (Expiration of notary's commission does not invalidate this instrument) I, William Warner, Jr., Secretary of MERCHANTS BONDING COMPANY (MUTUAL) and MERCHANTS NATIONAL BONDING, INC., do hereby certify that the above and foregoing is a true and correct copy of the POWER -OF -ATTORNEY executed by said Companies, which is still in full force and effect and has not been amended or revoked. In Witness Whereof, I have hereunto set my hand and affixed the seal of the Companies on this day of y0�R P 0,g'..o9 •r• y-. ?• -o- C 4r.'• 1933 : c • . aye . ..`;..ate..• •t • • POA 0018 (3/17) Secretary MERCHANTS BONDINJG COMPANY, MERCHANTS BONDING COMPANY (MUTUAL) • MERCHANTS NATIONAL BONDING, INC. P.O. BOX 14498 , DES MOINES, IOWA 50306-3498 , (800) 678-8171 , (515) 243-3854 FAX Please send all notices of claim on this bond to: Merchants Bonding Company (Mutual) / Merchants National Bonding, Inc. P.O. Box 14498 Des Moines, Iowa 50306-3498 (515) 243-8171 (800) 678-8171 Physical Address: 6700 Westown Parkway, West Des Moines, Iowa 50266 SUP 0073 TX (2/15) CITYOFPEARLAND PARTIAL WAIVER OF LIEN Section 00615 PARTIAL WAIVER OF LIEN AND PAYMENT AFFIDAVIT The undersigned contracted with City of Pearland to furnish 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 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 will be fully paid within 30 days of the date of this document 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. State of County of Subscribed and sworn to, before me, this My Commission Expires: Signature Printed Name & Title Company Name day of , 20 Notary Public 5-12-12 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATIONS 1.01 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 in connection with the preparation of plans and specifications of this Contract. The term CONSTRUCTION MANAGER as used in these General Conditions shall refer to the Construction Manager identified in the Agreement, as applicable, and means a person authorized to act as representative of the entity designated by the OWNER to provide professional services required in connection with the performance of the work 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 such documents as may be delivered or issued after the Effective Date of the Agreement, as referenced in Article 8, shall be bound together in 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 binding 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 writing 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; Addenda, if any; Plans and Specifications referenced or included in the Project Manual; Instructions to Bidders; Bid Proposal; and 08-2018 00700 - 1 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (9) Exhibits: The following Exhibits, if any, attached hereto, are incorporated herein, and are a part of this Contract: In the event a conflict or inconsistency remains between or within the 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. 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 or by electronic means through the Pro-Trak 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 in words which so applied 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 conforrnity 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 perforrned by the CONTRACTOR to accomplish any change, alteration or addition to the work shown in the plans. Extra work shall be authorized in writing by the ENGINEER prior to commencement. Extra Work items are paid for on an as needed, as authorized basis only. 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, in 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 or 08-2018 00700 - 2 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Owner, 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. Refer to paragraph 7.04 for procedure to determine cost for Construction Management and Inspection Services for work on non -work days. 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 Rain 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 critical 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 criteria, 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 prior to the completion of the entire Work. The contractor's One Year Warranty period 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. 1.10 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. 08-2018 00700 - 3 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Whenever in the Specifications or Plans 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 individual 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. 1.11 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 in 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. 1.13 CONSTRUCTION INSPECTOR The term "Construction Inspector" here in includes those professionals engaged by the OWNER to ensure CONTRACT work's compliance with the specifications and any applicable statutory requirements. 1.14 BALANCING CHANGE ORDER is a change order executed during the close-out process that may add/remove pay items, or adjust quantities of existing items or remove unused pay items or quantities Balancing Change Orders are used to reconcile the unit cost of the work performed or installed by the Contractor. 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 2.01 NO WARRANTY OF DESIGN. It is understood that the OWNER MAKFS 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 08-2018 00700 - 4 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 reported by CONTRACTOR to ENGINEER in writing as a Request for Information. Work performed prior to a Request for Information shall be at the Contractor's risk. 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 perfoinied, 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 perfoiining, 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 PLANS. All plans, specifications and copies thereof 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 plans 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 line, grade, form, dimensions, plans or specifications for the Work herein 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 increase 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. 2.05 DAMAGES. In the event the OWNER is damaged in the course of the work by the act, negligence, omission, mistake or default of the CONTRACTOR, or should the 08-2018 00700 - 5 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 authority 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 OWNER'S representative shall have the authority to issue written 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 OWNER'S representative 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 remove and properly replace any defective work or material at any time prior to final acceptance, upon discovery of such non-confoliuing 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 requesting prior inspection or approval, he shall bear all expense of taking up, removing and replacing this work if so directed by the ENGINEER. 08-2018 00700 - 6 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3.04 INSPECTION BY ENGINEER. The ENGINEER will make periodic 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 /or engineering 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 in 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, in 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 address 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 written 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 7.07. 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 written 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 of payment by the ENGINEER shall be subject to OWNER's rights to withhold payment under Section 6.12 and as otherwise provided in the Contract. 08-2018 00700 - 7 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4.01 INDEPENDENT CONTRACTOR. CONTRACTOR is, andshall 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 interested 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 perforrnance 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 independent 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 materials 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, ordinances, 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 variance with federal or state laws or codes or the ordinances or regulations of the City, he shall promptly notify the ENGINEER in writing, 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 08-2018 00700 - 8 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT of OWNER entering into this Contract, nor OWNER's performance hereunder, shall constitute a waiver of any immunity from suit enjoyed by OWNER under applicable law, all such rights and 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 Building Construction, or both, as set out in 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 prior 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 in excess of $25,000.00, the CONTRACTOR shall execute separate Performance, Payment and Maintenance Bonds, each in the sum of one hundred percent (100%) of 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 7.19-1 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, should Maintenance Bonds be required, shall be included in the CONTRACTOR's Bid Proposal. All bonds shall be issued by Texas Department of Insurance approved surety companies. 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 inspections 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. 4.08 TEXAS STATE SALES TAX. Materials incorporated into this project are exempt from State Sales according to provisions of the Texas Tax Code, Chapter 151, Subsection H. 08-2018 00700 - 9 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 superintendent 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 Superintendent cannot be removed from the project without the consent of the Owner; the Superintendent must speak and understand the English language; the Superintendent must be on site when any work on the project is being done, even when a subcontractor is performing the work. The Work, from its commencement to completion, shall be under the exclusive charge and control of the CONTRACTOR, and all risk 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 in the performance of the type of work required under this Contract, to do the Work, and agrees that whenever the ENGINEER shall inform him in writing that any worker or workers on the Work are, in 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 bar any person, subcontractor, or supplier found to be incompetent, unfaithful, disorderly, or not using their best efforts to progress work or considered to be a threat to the health, safety and welfare to the project or workforce. 4.11 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 written permission, and at 08-2018 00700 - 10 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT such places as the ENGINEER shall direct, and the sanitary conditions of the grounds in or about such structures shall at all times be maintained in a manner satisfactory to the ENGINEER. Any structures of any nature constructed, placed or erected by the CONTRACTOR for the purposes 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 the ENGINEER or 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, 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 MAIN I'LNANCE. The CONTRACTOR shall at all times keep and maintain the premises free from accumulation of debris, trash and waste. The CONTRACTOR shall remove waste, debris and trash at the end of each work day. CONTRACTOR shall remove all such debris, trash and waste, tools, scaffolding and surplus materials, and shall leave the Work broom -clean or its equivalent, upon completion of the Work. 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. 4.16 LAYOUT OF WORK. Except as specifically provided herein, the CONTRACTOR shall be responsible for laying out work by means of construction surveying 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 his 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 08-2018 00700 - 11 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 each 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. 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 in 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 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 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. OWNER, CONSTRUCTION MANAGER, ENGINEER, and CONTRACTOR shall make all submittals, review comments, notes, corrections, schedules and updates, testing results, payment applications, instructions and other communications by means of the OWNER'S Pro-Trak. The OWNER, ENGINEER and CONTRACTOR shall each retain such hard copies form this system as are required for their specific record keeping requirements. No documents shall be removed from this system or destroyed except those being replaced by the systems protocols as a latest version document. All requirements for written communications, submittals, comments, instructions or other documents processed by means of this system shall have the same legal or time sensitive status as if they had been hand delivered in hard copy to their intended addressee. 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 Contract Documents, provided, however, should the CONTRACTOR object to any orders by any 08-2018 00700 - 12 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT subordinate engineer, representative or observer, the CONTRACTOR may, within three (3) days, make written appeal to the ENGINEER for his decision. 4.19 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 in 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 ENGINEER to make observations of such Work or require testing of said Work, then in such event, the OWNER or the ENGINEER may require the CONTRACTOR to furnish the OWNER or the ENGINEER with certificates of inspection, testing or approval made by independent persons competent to perfoiru 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 American 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 written 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 inspections, 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 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. 08-2018 00700 - 13 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.21 LIABILITY FOR PROPER PERFORMANCE. Engineering construction drawings 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 interpreted as requiring or allowing the CONTRACTOR to deviate from the Contract Documents, the intent of such drawings, specifications and any other such instructions being to define with particularity the agreement of the parties as to Worlc 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 incident to the performance of the Contract, including, without limitation, the adequacy of all temporary supports, shoring, 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 incident thereto, either to person or property, whether such damage be suffered by the ENGINEER, the OWNER or any other person not a party to this Contract. Any review of Work in progress or any visit or observation during construction, or any clarification of 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 Contract Documents, or for the purpose of enabling the CONTRACTOR to more fully understand the 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 Contract Documents shall not constitute a waiver of CONTRACTOR'S liability for damages as herein set out. Deviation by the CONTRACTOR from Contract Documents, whether called to the CONTRACTOR's attention or not, shall in no way relieve CONTRACTOR from his responsibility to complete all work in accordance with said 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 persons entering the project site, 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. 08-2018 00700 - 14 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT No alcoholic beverages, non-prescription drugs, or unsafe practices shall 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 shall 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. All accidents or injuries to CONTRACTOR's employees working on the job site must be reported 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 by ENGINEER, or OWNER's representative 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 in 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 adjoining property. THE CONTRACTOR AGREES TO INDEMNIFY, DEFEND, SAVE AND HOLD HARMLESS THE CONSTRUCTION MANAGER, 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 hereinabove 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 written notice, or withhold from the CONTRACTOR's unpaid compensation a sum of money deemed reasonably 08-2018 00700 - 15 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 writing. 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 supplier of CONTRACTOR, nor shall it create, establish or impose any duty upon OWNER to pay or to see to the payment of any subcontractor, laborer or supplier of CONTRACTOR. 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 CARRIFiRS 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 08-2018 00700 - 16 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 (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 INDEMNI IED HEREUNDER. Notwithstanding the foregoing or anything in the Agreement to the contrary, in 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 in the rendition or conduct of professional duties called for or arising 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 period, 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 arising 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 in the prosecution of the Work, shall be sustained and borne by the CONTRACTOR at his own cost and expense. 08-2018 00700 - 17 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 in 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 in 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 its 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 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 having 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, an updated schedule with every pay estimate for review 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 in full recognition of the time required for the completion of this Project, taking into consideration the average climatic range and industrial 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 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 writing 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 written recommendation, to the 08-2018 00700 - 18 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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. The Contract Time as defined in the Bid Proposal and other sections herein incorporates 40 Rain Days per calendar year or an average of 3.33 days per calendar month. 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 Price through any "per diem" 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 executing 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 interference, disruption, hindrances and delays incident 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 interference, disruption, hindrances or delays from any cause during 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'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 writing to suspend the Work, in 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 in this locality. The CONTRACTOR further agrees that a failure to complete on time will cause damage to the OWNER and that such damages 08-2018 00700 - 19 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 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 CONTRACTOR, 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 written 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, cuiTent 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 limited 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 08-2018 00700 - 20 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 6.01 DISCREPANCIES AND OMISSIONS. If the CONTRACTOR knows or reasonably should have known of any discrepancies or omissions in the 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 prior 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 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 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, and 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, OWNER and CONTRACTOR agree that the Contract is a unit cost agreement, unless stated otherwise, and that the final Contract amount is equal to the unit cost multiplied by the number of units authorized, installed and approved by the Owner. 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 prices as payment in 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 08-2018 00700 - 21 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT manner and according to this Agreement, 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 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 agreed unit quantities and extended 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 recommendations and as approved by the OWNER or ENGINEER at the Work site only. No payment will be made for materials stored until OWNER has approved in writing storage at the Work site. The ENGINEER shall then review such statement of unit quantities 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 the WORK conforming to the requirements of the Contract Documents, the ENGINEER shall certify the application 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 deliver 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. All payment applications made by CONTRACTOR and delivered to ENGINEER and all verifications and certification of such applications shall be made and transmitted within the Pro- Trak system and signed with the appropriate electronic signatures as provided for in the software. Such applications for payment shall not be considered complete unless accompanied by the 08-2018 00700 - 22 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT CONTRACTOR'S Partial Waiver of Lien and Payment Affidavit, Section 00615, duly executed by an authorized representative of the CONTRACTOR and reflecting the correct corresponding amount of the payment application. 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, arising 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. 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 "6.09 FINAL PAYMENT." The Owner at its option and in 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 right 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 to 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". Such notification shall include a list of all outstanding or incomplete items. 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 the ENGINEER shall prepare a detailed 08-2018 00700 - 23 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 written 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 CONTRACTOR 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 in 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 OF 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 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 Price 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 prior 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; 08-2018 00700 - 24 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (f) (g) CONTRACTOR delivers to OWNER all building certificates required prior to occupancy and all other required inspections / approvals / acceptances by city, county, state governmental entities or other authorities having jurisdiction; 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 final 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; (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 in 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 incorporated 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 ten (10) business days 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. 08-2018 00700 - 25 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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, in addition to such other rights and remedies available to OWNER at law or in equity. 6.12 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 fling 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) (g) Reasonable indication that the Work will not be completed within the Contract Time; 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 08-2018 00700 - 26 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 in 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 Govemment 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. 7.0 EXTRA WORK AND CLAIMS 7.01 DIFFERING SITE CONDITIONS. During the progress of the work, if subsurface, latent physical conditions or unknown physical conditions of dn unusual nature are encountered at the site that differ materially from those indicated in the contract or from those ordinarily encountered and generally recognized as inherent in the work provided for in the contract, the CONTRACTOR shall notify the OWNER's Representative in writing within three (3) calendar days of the specific differing conditions before the site is disturbed and before the affected work is performed. (a) Upon written notification, the ENGINEER will investigate the conditions, and if it is determined that the conditions materially differ and cause an increase or decrease in the cost or time required for the performance of any work under the contract, an adjustment, excluding anticipated profits, will be made and the contract modified in writing accordingly. The ENGINEER will notify the CONTRACTOR in writing of the determination whether or not an adjustment of the contract is warranted. (b) No contract adjustment which results in a benefit to the CONTRACTOR will be allowed unless the CONTRACTOR has provided the required written notice. (c) No contract adjustment will be allowed under this clause for any effects caused on unchanged work. 7.02 SUSPENSIONS OF WORK ORDERED BY THE ENGINEER. If the performance of all or any portion of the work is suspended by the ENGINEER in writing for seven (7) calendar days and the CONTRACTOR believes that additional compensation and/or contract time is due as a result of such suspension, the CONTRACTOR shall submit a written request for adjustment to the ENGINEER within seven (7) calendar days of receipt of the notice to resume work. The request shall set forth the reasons and support for such adjustment. (a) Upon receipt, the ENGINEER will evaluate the CONTRACTOR's request. If the ENGINEER agrees that the cost and/or time required for the performance of the contract has increased as a result of such suspension and the suspension was caused by conditions beyond the control of and not the fault of the CONTRACTOR, its suppliers, or subcontractors at any approved tier, and not caused by weather, the ENGINEER will make an adjustment (excluding profit) and modify the contract in writing accordingly. The CONTRACTOR will be notified of the ENGINEER's determination, in writing, whether or 08-2018 00700 - 27 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT not an adjustment of the contract is warranted. (b) No contract adjustment will be allowed unless the CONTRACTOR has submitted the request for adjustment within the time prescribed. (c) No contract adjustment will be allowed under this clause to the extent that performance would have been suspended by any other cause, or for which an adjustment is provided or excluded under any other term or condition of this contract. 7.03 CHANGE ORDERS. Without invalidating 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 Price, as hereinafter set forth for Extra Work, and any change in Contract Time, which may result from the change. 7.04 In accordance with paragraph 1.06 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. 7.05 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 in Contract Price or time. If the CONTRACTOR believes that any minor changes authorized by the 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 in the Contract Price or the Contract Time arising out of or related to such changed work. 7.06 EXTRA WORK. It is agreed that the CONTRACTOR shall perform all work 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 08-2018 00700 - 28 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Method (C) --If neither Method (A) nor Method (B) can be agreed upon before the Extra Work is commenced, then the CONTRACTOR shall be paid the "Actual Field Cost" of the work plus: a) For subcontractors performing work mark-up shall be limited to fifteen percent, ten (10%) for the subcontractor plus five (5%) for the General Contractor or b) For the General Contractor alone, self -performing the extra work, without subcontractor, the mark-up shall not exceed ten percent (10%), 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 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 prices 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 America where practicable. The mark-up 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 in 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 instructions, 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 08-2018 00700 - 29 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 performance of the Work, any changes in the Work or Extra Work, the Contract Price and/or the Contract Time, shall be final and conclusive and binding upon the parties. If the ENGINEER shall fail to respond in writing 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 ENGINEER, or such longer period as the parties may agree to in writing, the CONTRACTOR shall lose and forfeit his right 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 pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 7.07 TIME OF FILING CLAIMS. Except as otherwise provided herein, all questions of dispute or adjustment shall be made within the Pro-Trak system 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 in 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 may be agreed to by the parties in 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 period as the parties may agree to in 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 written 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 08-2018 00700 - 30 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT without prejudice to any other rights it may have, after giving five (5) days written 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 for the account of CONTRACTOR. Where Performance and Payment Bonds exist, the sureties on 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. 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 in 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 following 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 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. 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 increase in 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 08-2018 00700 - 31 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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. In the event of a default by CONTRACTOR, no further payments shall be made to CONTRACTOR under the Contract until the Work is Finally Completed. When the Work shall 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 Price, and the CONTRACTOR and/or his surety fail to pay the amount due the OWNER within the time designated above, and there remains any machinery, 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 written 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 the OWNER to exercise ordinary 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 derived from such sale to the credit of the CONTRACTOR and his surety. Such sale may be made at either public or private sale, with or without notice, as the OWNER may elect. The OWNER shall release any machinery, equipment, tools, materials or supplies, which remain 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 materials, 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 fiunish such workers, materials, tools, supplies or equipment for CONTRACTOR's account by employing other contractors and suppliers engaged in 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. 08-2018 00700 - 32 of 35 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, fabrication, 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 seriously 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 08-2018 00700 - 33 of 35 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, in 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 take reasonable precautions to protect and preserve such work, and shall take all reasonable measures 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 strict 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 teriirs of this Contract regarding payment. In no event will CONTRACTOR receive or be entitled to any payment or compensation whatsoever for intenlrption 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 convenience. 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 a disputed amount due within the time limits provided in 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 may 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 08-2018 00700 - 34 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT said CONTRACTOR (at the Contract Prices), the value of all partially completed 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 arising 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 in Brazoria 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 Brazoria 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. 08-2018 00700 - 35 of 35 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 providing services on a project for the duration of the Project. Duration of the Project _includes 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 period has expired. Persons providing services on the project includes 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 which furnishes persons to provide services on the project. "Services" include, without 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 prior to being awarded the Contract. D. If the coverage period shown on the CONTRACTOR's current certificate of coverage ends during the duration of the project, the CONTRACTOR must, prior 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 providing 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 showing 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." I. 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 Project; (4) obtain from each other person with whom it contracts, and provide to the CONTRACTOR: (5) (a) a certificate of coverage, prior to the other person beginning 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; 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 by 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 carrier 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 rights and remedies available to it under the Contract, at law or in 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 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.PaymQnt. 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 in equity, in contract or in 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, acting 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 rights 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 OF PEARLAND GENERAL CONDITIONS OF AGREEMENT SIGNED and EXECUTED this, the tqday of OC-tohe , 20 %9. CONTRACTOR: %CARS Prat vi, l �� s, L c c By. Signature // % Print Name: (� " .S ( nett_ Title: Mane:45v) fie rsber [If CONTRACTOR is a proprietorship, owner must sign, if a partnership, each general partner must sign, if a corporation, the followmg language should be used.] Q SIGN UTED this, the J day of ileg4- , 20 I 1 by $ Vati r Cv , 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. CONTRA TOR: By President ATTEST: 110 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 proprietorship, additional signature lines should be added for each rndrvidual.] • • 05/2007 00700 - B2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT STATE OF TEXAS § COUNTY OF +c, rr'l‘5 § AFFIDAVIT BEFORE ME, the undersigned authority, 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 foregoing are true and correct. CONTRACTOR - Affiant SWORN TO AND SUBSCRIBED TO before me, the ------- - ae �r` CYNTHIA MONTEMAYOR LI J Notary ID is 130547292 My Commission Expires ..+ February 19, 2020 Notary Public, State of Texas My Commission E pir s: [This form is for use in 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 authority 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 NOtaryPublic, 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 indemnity 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 carried 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 material 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 written 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 right 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. 10-2012 00700 - Cl CITY OF PEARLAND 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 in 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 herein 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 in 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 in 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 prior 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: 10-2012 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 General Aggregate Limit Product -Completed Operations Aggregate Limit Personal and Advertising Injury Limit 4.1.4 Required Endorsements $1,000,000 $2,000,000 $2,000,000 $1,000,000 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 ii. 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 in Coverage, as required in 3.5, above. d. Personal Injury Liability. The personal injury contractual liability exclusion shall be deleted. e. Primary 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. 10-2012 00700 - C3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.1.5 Continuing Commercial General 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 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 the commercial general liability insurance required above. 10-2012 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 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 any professional design or engineering drawing required by the work. Such insurance shall indemnify the Owner from 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 recognized 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 Liability 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 written 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. 10-2012 00700 - C5 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.6.2 Covered Property. Such insurance shall cover: Form 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; c. all property including materials and supplies on site for installation; d. all property including materials and supplies at other locations but 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. 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- contributing. b. No protective safeguard warranty shall be permitted. c. Required coverage shall further include: i. Additional expenses due to delay in completion of project (where applicable) ii. Agreed value iii. Damage arising from error, omission or deficiency in construction methods, design, specifications, workmanship or materials, including collapse iv. Debris removal additional limit v. Earthquake (where applicable) vi. Earthquake sprinkler leakage (where applicable) vii. Expediting expenses viii. Flood (where applicable) ix. Freezing x. Mechanical breakdown, including hot & cold testing (where applicable) xi. Notice of cancellation, non -renewal or $ TBD Included without sublimit Included without sublimit 25% of direct damage loss $ TBD $ TBD $ TBD $ TBD Included without sublimit Included without sublimit Included 10-2012 00700 - C6 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT material reduction — 60 days prior written notice to each insured xii. Occupancy clause, as required in F, Included below xiii. Ordinance or law xiv. Pollutant clean-up and removal xv. Preservation of property xvi. Replacement cost xvii. Theft xviii. Waiver of subrogation as required in G, below. Included without sublimit $ TBD Included without sublimit Included Included without sublimit Included 4.6.3 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. 4.6.4 Deductibles. Deductibles shall not exceed the following: a. All Risks of Direct Damage, Per Occurrence, except b. Delayed Opening Waiting Period c. Flood, Per Occurrence d. Earthquake and Earthquake Sprinkler Leakage, Per Occurrence $5,000 5 Days $25,000 or excess of NFIP if in Flood Zone A, B or V $25,000 4.6.5 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 in the Agreement to which this Exhibit is attached, has been made; or c. the date on which the insurable interests in the Covered Property of all insureds other than Contractor have ceased. 10-2012 00700 - C7 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.6.6 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 in whole or in 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 insurance coverage required to be maintained 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 furnished to the Owner prior to commencement of Work and not later than fifteen (15) days after receipt of this Agreement. New certificates of 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. 6.2 Form 6.2.1 All property insurance required herein shall be evidenced by ACORD fonn 28, "Evidence of Property Insurance". 6.2.2 All liability insurance required herein shall be evidenced by ACORD forrn 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 material 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. 10-2012 00700 - C8 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.3.8 Designated Construction Project Aggregate Limits required herein. 6.3.9 Personal Injury contractual liability required herein. 6.3.10 Primacy 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 Obtain. 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 prior 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 rights. The Owner shall have the right, but not the obligation, of prohibiting the Contractor or any subcontractor from performing any Work until such certificate of insurance, evidence of insurance and/or required endorsements are received and approved by 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 its 10-2012 00700 - C9 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 written 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. 10-2012 00700 - C 10 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 remain m effect. ARTICLE 1 DEFINITIONS AND INTERPRETATIONS 1.01 Add the following paragraph to the end of Article 1.01: The OWNER'S representative on the project site is: telephone: 281.652. The CONSTRUCTION MANAGER is: telephone: The CONSTRUCTION INSPECTOR is: telephone: ARTICLE 4 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4.05 Add the following paragraph to Article 4.05: A Mamtenance Bond in accordance with Document 00612 of the Project Manual is required for this Project. The cost of this bond shall be included in the CONTRACTOR'S Bid Proposal. Attachment No. 3 To Genial Conditions, Owner's Insurance Requirements of Contractor, Article 4.6 Builder's Risk — Builder s Risk Insurance is Not Required for this project. ARTICLE 5 PROSECUTION AND PROGRESS 5.08 Add Article 5.08: The Contract Time as defined in the bid and other sections of the Contract Documents includes a certam number of rain days Based on the Alvin Weather Center Records, the average annual rain days from June 1898 to December 1996 is 40 days calculated from all precipitation days of record. The CONTRACTOR is required to keep a record of rain days at the site The record of rain days must be accepted and signed by the City Inspector monthly, and shall be reported on the monthly pay estimate submittal. At the end of the contract, the CONTRACTOR will be credited only for the number of accepted ram days that exceed 40 rain days per year, proportionate to the original Contract Time. General Notes: Section 01500 Temporary Facilities requires CONTRACTOR to provide high speed Internet access m the Field Office. BIDDER is Not Required to provide either a Field Office or any Internet access for this project. All other requirements remain and will be required per the section. 08/2018 00800 -1 of 2 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT It is the responsibility of the Contractor to coordinate with the Owner for all Traffic Control Documents. Conti actor to coordinate with the Owner for procurement of Traffic Control Documents prior to permitting. Contractor is to keep a minimum of one lane open at all times, in both directions. No lane closures to extend beyond the defined work day. Contractor Will Not be required to provide an on -site construction office for the duration of this project. END OF SECTION 08/2018 00800 - 2 of 2 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 awarding 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 exterior wall of new building under construction or from an exterior wall of an existing building. General Decision Number: TX20190032 01/04/19 (See Attached Sheets) 10-2012 00811 - 1 of 1 /29/2019 beta.SAM.gov "General Decision Number: TX20190032 01/04/2019 Superseded General Decision Number: TX20180044 State: Texas Construction Type: Heavy County: Brazoria County in Texas. HEAVY CONSTRUCTION PROJECTS (Including Water and Sewer Lines (Does Not Include Flood Control) Note: Under Executive Order (EO) 13658, an hourly minimum wage of $10.60 for calendar year 2019 applies to all contracts subject to the Davis -Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2015. If this contract is covered by the EO, the contractor must pay all workers in any classification listed on this wage determination at least $10.60 per hour (or the applicable wage rate listed on this wage determination, if it is higher) for all hours spent performing on the contract in calendar year 2019. If this contract is covered by the EO and a classification considered necessary for performance of work on the contract does not appear on this wage determination, the contractor must pay workers in that classification at least the wage rate determined through the conformance process set forth in 29 CFR 5.5(a)(1)(ii) (or the EO minimum wage rate, if it is higher than the conformed wage rate). The EO minimum wage rate will be adjusted annually. Please note that this EO applies to the above -mentioned types of contracts entered into by the federal government that are subject to the Davis -Bacon Act itself, but it does not apply to contracts subject only to the Davis -Bacon Related Acts, including those set forth at 29 CFR 5.1(a)(2)-(60). Additional information on contractor requirements and worker protections under the EO is available at www.dol.gov/whd/govcontracts. https://beta.sam.gov/wage-determination/TX20190032/0/document 1/7 /29/2019 beta.SAM.gov Modification Number Publication Date 0 01/04/2019 * SFTX0669-001 04/01/2017 Rates Fringes SPRINKLER FITTER (Fire Sprinklers) $ 29.03 15.84 SUTX2005-018 05/18/2005 Rates Fringes Carperter $ 14.38 0.00 CEMENT MASON/CONCRETE FINISHER$ 11.37 1.13 ELECTRICIAN $ 18.40 1.34 Formbuilder/Formsetter $ 9.83 1.69 IRONWORKER, REINFORCING $ 11.29 0.00 Laborers: Common $ 8.99 1.25 Landscape $ 7.3S 0.00 Mason Tender Cement $ 9.96 0.00 Pipelayer $ 9.63 1.S0 PIPEFITTER $ 17.00 0.04 POWER EQUIPMENT OPERATOR: Backhoe $ 12.74 0.00 Bulldozer $ 12.46 0.00 Crane $ 11.00 0.74 Excavator $ 16.74 0.00 https://beta.sam.gov/wage-determination/TX20190032/0/document 2/7 /29/2019 beta.SAM.gov Front End Loader $ 10.47 1.28 Grader $ 12.20 1.48 Tractor $ 11.29 1.45 TRUCK DRIVER $ 14.42 1.00 WELDERS - Receive rate prescribed for craft performing operation to which welding is incidental. Note: Executive Order (EO) 13706, Establishing Paid Sick Leave for Federal Contractors applies to all contracts subject to the Davis -Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2017. If this contract is covered by the EO, the contractor must provide employees with 1 hour of paid sick leave for every 30 hours they work, up to 56 hours of paid sick leave each year. Employees must be permitted to use paid sick leave for their own illness, injury or other health -related needs, including preventive care; to assist a family member (or person who is like family to the employee) who is ill, injured, or has other health -related needs, including preventive care; or for reasons resulting from, or to assist a family member (or person who is like family to the employee) who is a victim of, domestic violence, sexual assault, or stalking. Additional information on contractor requirements and worker protections under the EO is available at www.dol.gov/whd/govcontracts. Unlisted classifications needed for work not included within the scope of the classifications listed may be added after award only as provided in the labor standards contract clauses (29CFR 5.5 (a) (1) (ii)). The body of each wage determination lists the classification and wage rates that have been found to be prevailing for the https://beta.sam.gov/wage-determinationfTX20190032/0/document 3/7 /29/2019 cited type(s) of construction in the area covered by the wage determination. The classifications are listed in alphabetical order of ""identifiers"" that indicate whether the particular rate is a union rate (current union negotiated rate for local), a survey rate (weighted average rate) or a union average rate (weighted union average rate). Union Rate Identifiers A four letter classification abbreviation identifier enclosed in dotted lines beginning with characters other than ""SU"" or ""UAVG"" denotes that the union classification and rate were prevailing for that classification in the survey. Example: PLUM0198-005 07/01/2014. PLUM is an abbreviation identifier of the union which prevailed in the survey for this classification, which in this example would be Plumbers. 0198 indicates the local union number or district council number where applicable, i.e., Plumbers Local 0198. The next number, 005 in the example, is an internal number used in processing the wage determination. 07/01/2014 is the effective date of the most current negotiated rate, which in this example is July 1, 2014. Union prevailing wage rates are updated to reflect all rate changes in the collective bargaining agreement (CBA) governing this classification and rate. Survey Rate Identifiers beta.SAM.gov Classifications listed under the ""SU"" identifier indicate that no one rate prevailed for this classification in the survey and the published rate is derived by computing a weighted average rate based on all the rates reported in the survey for that classification. As this weighted average rate includes all rates reported in the survey, it may include both union and non -union rates. Example: SULA2012-007 5/13/2014. SU indicates the rates are survey rates based on a weighted average calculation of rates and are not majority rates. LA indicates the State of Louisiana. 2012 is the year of survey on which these classifications and rates are based. The next number, 007 in the example, is an internal number used in producing the https://beta.sam.gov/wage-determination/TX20190032/0/document 4/7 /29/2019 wage determination. 5/13/2014 indicates the survey completion date for the classifications and rates under that identifier. Survey wage rates are not updated and remain in effect until a new survey is conducted. Union Average Rate Identifiers Classification(s) listed under the UAVG identifier indicate that no single majority rate prevailed for those classifications; however, 100% of the data reported for the classifications was union data. EXAMPLE: UAVG-OH-0010 08/29/2014. UAVG indicates that the rate is a weighted union average rate. OH indicates the state. The next number, 0010 in the example, is an internal number used in producing the wage determination. 08/29/2014 indicates the survey completion date for the classifications and rates under that identifier. A UAVG rate will be updated once a year, usually in January of each year, to reflect a weighted average of the current negotiated/CBA rate of the union locals from which the rate is based. beta.SAM.gov WAGE DETERMINATION APPEALS PROCESS 1.) Has there been an initial decision in the matter? This can be: * an existing published wage determination * a survey underlying a wage determination * a Wage and Hour Division letter_setting forth a position on a wage determination matter * a conformance (additional classification and rate) ruling On survey related matters, initial contact, including requests for summaries of surveys, should be with the Wage and Hour Regional Office for the area in which the survey was conducted https://beta.sam.gov/wage-determination/TX20190032/0/document 5/7 /29/2019 because those Regional Offices have responsibility for the Davis -Bacon survey program. If the response from this initial contact is not satisfactory, then the process described in 2.) and 3.) should be followed. With regard to any other matter not yet ripe for the formal process described here, initial contact should be with the Branch of Construction Wage Determinations. Write to: Branch of Construction Wage Determinations Wage and Hour Division U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 beta.SAM.gov 2.) If the answer to the question in 1.) is yes, then an interested party (those affected by the action) can request review and reconsideration from the Wage and Hour Administrator (See 29 CFR Part 1.8 and 29 CFR Part 7). Write to: Wage and Hour Administrator U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 The request should be accompanied by a full statement of the interested party's position and by any information (wage payment data, project description, area practice material, etc.) that the requestor considers relevant to the issue. 3.) If the decision of the Administrator is not favorable, an interested party may appeal directly to the Administrative Review Board (formerly the Wage Appeals Board). Write to: Administrative Review Board U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 4.) All decisions by the Administrative Review Board are final. https://beta.sam.gov/wage-determination/TX20190032/0/document 6/7 /29/2019 beta.SAM.gov END OF GENERAL DECISION https://beta.sam.gov/wage-determination/TX20190032/0/document 7/7 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 or rehabilitation of Citywide sanitary sewer and water infrastructure on an as needed/requested basis as directed by City staff. The project consists of construction and rehabilitation of sanitary sewer and water infrastructure including mobilization, installation, traffic control and restoration of surface area as associated with repairs. 1.03 WORK BY OWNER A Not Used 1.04 OWNER FURNISHED PRODUCTS A Not Used 1.05 WORK SEQUENCE A Not Used B Contractor to submit project schedule to Engineer & Owner for approval as specified in Section 01300 — Submittals. C Contractor shall coordinate the Work with the Engineer and Owner as specified in Section 01040 - Coordination and Meetings. 1.06 FUTURE WORK A Not Used 1.07 CONTRACTOR'S USE OF PREMISES A Comply with procedures for access to the site and Contractor's use of rights -of -way as specified in Section 01140 - Contractor's Use of Premises. B Contractor shall be responsible for all utilities required for construction. CITY OF PEARLAND SUMMARY OF WORK 05/2008 01100 - 1 of 2 CITY OF PEARLAND SUMMARY OF WORK 05/2008 01100 - 2 of 2 1.08 OWNER OCCUPANCY 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 1.1 GENERAL CONTRACTOR'S USE OF PREMISES Section 01140 CONTRACTOR'S USE OF PREMISES 1.2 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 1.3 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.4 LIMITS OF CONSTRUCTION A Confine access, operations, and storage areas to limits of construction as shown on the Plans provided by Owner as stipulated in Section 00700 — General Conditions of Agreement; trespassing on abutting lands or other lands in the area is not allowed. 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 mustbe 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. 01/2018 01140-1 of4 CITYOFPEARLAND CONTRACTOR'S USE OF PREMISES 1.5 PROPERTIES OUTSIDE OF LIMITS OF CONSTRUCTION A If Contractor's means and methods require the acquisition of Temporary Construction Easements or any access to private property not already included in the above, such access and documentation along with any costs involved shall be the responsibility of the Contractor. B Altering 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) as noted above. C 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 without temporary or permanent easements as determined by the Engineer. D 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. E 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 private property owner. 1.6 USE OF SITE A Obtain approvals of governing authorities prior to impeding or closing public roads or streets. Do not close consecutive intersections simultaneously B Notify Engineer 48 hours prior 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 uncovering 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. 01/2018 01140 - 2 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 1.7 NOTIFICATION TO ADJACENT OCCUPANTS A Notify individual occupants in areas to be affected by the Work of the proposed construction and time schedule. Notification shall be 24 hours, 72 hours and 2 weeks prior to work being performed within 200 feet of the homes orbusinesses. 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. 1.8 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 responsibility. 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 private 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. 1.9 CLEAN-UP A Maintain Project Site in a neat and orderly manner. B Perform daily clean-up in and around construction zone of dirt, debris, scrap materials, 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 01/2018 01140 - 3 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES longer being utilized. E Dispose of waste and excess materials in accordance with requirements of Section 01562 — Waste Material Disposal. 1.10 RESTORATION A Restore damaged permanent facilities to pre -construction conditions unless replacement or abandonment of facilities is indicated on thePlans. 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. D Level with bank sand or topsoil, conforming to Section 02255 — Bedding, Backfill,& Embankment Materials, as approved by the Engineer. E 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 sprigging. F 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. G Water and level newly sodded areas with adjoining turf using steel wheel rollers appropriate for sodding 2.0 PRODUCTS -NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 01/2018 01140-4of4 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. American Institute of Steel Construction (AISC) 1.02 AUTHORITY A Units and methods delineated in this Section are intended to complement the criteria 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 in 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 Materials: 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 Price 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 Price 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 unit prices will be made on the basis of the actual measurements and quantities determined by Engineer multiplied by the unit price 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 PEARLAND MEASUREMENT AND PAYMENT PROCEDURES C Individual Technical Specifications may modify these options or may identify a specific formula or percentage price reduction. D The authority 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 in 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 Price or Contract Time as authorized 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 authorize the Contractor to perform tasks outside the scope of the Work. All changes must be authorized 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 Price Change Order will be based on an accepted Proposal for Change including the Contractor's lump sum price quotation. 1.09 UNIT PRICE CHANGE ORDER A Where Unit Prices for the affected items of the Work are included in Section 00300 - Bid Proposal , the Unit Price 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 deteiniine 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 -material 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 -NotUsed 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. Appropriate agenda items listed in this Section, 1.06 "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 -NotUsed 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 2. Section 01630 3. Section 01100 4. Section 01380 5. Section 01760 — 6. Section 02530 — — Coordination & Meetings — Product Options & Substitutions — Summary of Work — Construction Photographs Project Record Documents Gravity Sanitary Sewers 1.02 SUBMITTAL PROCEDURES A Scheduling and Handling 1. Schedule Submittals well in 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 Submittal 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 prior 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 description, trade name, manufacturer, and supplier. Contractor shall provide additional information upon written 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' printed 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 prints of each view and submit 1 print directly 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/ 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 by a label on the mountings.) 4. Photographs should show the condition of the following a. Esplanades 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 beginning with T01, T02, T03, etc. 01/2008 01350 - 6 of 6 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 nix 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 PHOTOGRAPHS 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 — Submittals. C Prepare three (3) prints of each view and submit two (2) prints 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. 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 prior 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 PHOTOGRAPHS 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 Prior 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 PHOTOGRAPHS 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 rigid 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 AGC AI AITC American Concrete Institute P.O. Box 19150 Reford Station Detroit, MI 48219-0150 Associated General Contractors of America 1957 E Street, N.W. Washington, DC 20006 Asphalt Institute Asphalt Institute Building College Park, MD 20740 American Institute of Timber Construction 333 W. Hampden Avenue Englewood, CO 80110 02/2008 01420 - 1 of 5 CITY OF PEARLAND REFERENCED STANDARDS AISC AISI American Institute of Steel Construction 400 North Michigan Avenue, Eighth Floor Chicago, IL 60611 American Iron and Steel Institute 1000 l6th Street, N.W. Washington, DC 20036 ASME American Society of Mechanical Engineers 345 East 47th Street New York, NY 10017 ANSI APA API AREA American National Standards Institute 1430 Broadway New York, NY 10018 American Plywood Association Box 11700 Tacoma, WA 98411 American Petroleum Institute 1220 L Street, N.W. Washington, DC 20005 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 P.O. 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 CRSI EJMA FDA FS ICEA THEE Code of Ordinances City of Pearland 3519 Liberty Drive Pearland, TX 77581 Concrete Reinforcing Steel Institute 933 Plum Grove Road Schaumburg, IL 60173-4758 Expansion Joint Manufacturers Association 707 Westchester Avenue White Plains, NY 10604 U.S. Food and Drug Administration 5600 Fisher Lane Rockville, MD 20857-0001 Federal Standardization Documents General Services Administration, Specifications Unit (WFSIS) 7th and D Street S.W. Washington, DC 20406 Insulated Cable Engineer Association P.O. Box 440 S. Yarmouth, MA 02664 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. O. 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.O. Box 9101 Quincy, MA 02269-9101 OSHA Occupational Safety Health Administration U.S. Department of Labor, Government Printing Office Washington, DC 20402 PCA PCI SDI SSPC Portland Cement Association 5420 Old Orchard Road Skokie, IL 60077-1083 Prestressed Concrete Institute 201 North Wacker Drive Chicago, IL 60606 Steel Deck Institute Box 9506 Canton, OH 44711 Steel Structures Painting Council 4400 Fifth Avenue Pittsburgh, PA 15213 TAC Texas Administrative Code TCEQ Texas Commission on Environmental Quality P. O. Box 13087 Austin, TX 78711-3087 TxDOT Texas Department of Transportation 125 East 1 lth 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 WRI Dallas, TX 75234 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.O. 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 1.0 GENERAL CONTRACTOR'S QUALITY CONTROL Section 01430 CONTRACTOR'S QUALITY CONTROL 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 clarification 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 material or product suppliers' or manufacturers' technical representative to observe site conditions, conditions of surfaces and installation, quality 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 applicators 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 - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01430 - 2 of 2 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 obligation 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 prior 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 MOBILIZATION Section 01505 MOBILIZATION 1.1 GENERAL 1.2 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) 1.3 MEASUREMENT AND PAYMENT A. Payment for Mobilization is on a Lump Sum basis and shall not exceed three percent (3%) of the total bid price. B. Payment for 50% of the Mobilization lump sum bid item may be included in the first monthly Application for Payment. 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) (Section 01580 — Project Identification Signs) 6. Installation and acceptance of Field Office (Section 01500 — Temporary Facilities and Controls) 7. Installation and acceptance of TPDES requirements (Section 01565 - TPDES Requirements) C. Payment for 25% of the Mobilization lump sum bid item may be included in the second monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the following items, as applicable: 1. Installation of High Speed Internet Access (Section 01500 — Temporary Facilities and Controls) D. Payment for 15% of the Mobilization lump sum bid item may be included in the third monthly Application for Payment. E. Payment for the remaining 10% of the Mobilization lump sum bid item may be included in the fourth monthly Application for Payment. F. For contracts with a duration of less than 120 days, payment for the remaining 50% of the Mobilization lump sum bid item may be included in the second monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the items listed in B. and C. above, as applicable. 08/2018 01505 - 1 of 1 CITY OF PEARLAND MOBILIZATION G. Mobilization payments will be subject to Retainage as stipulated in Section 00700 General Conditions of Agreement. 2.1 PRODUCTS 2.2 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. 3.1 EXECUTION 3.2 PLACEMENT OF PROJECT IDENTIFICATION SIGNS A. Place a Project Identification Sign as described in Section 01580, part 1.03,D visible to passing traffic or as directed by Engineer. END OF SECTION 08/2018 01505 - 1 of 1 CITY OF PEARLAND 1.0 GENERAL TRAFFIC CONTROL AND REGULATION Section 01555 TRAFFIC CONTROL AND REGULATION 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 — Submittals 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 confoiinance 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 public 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 authorities when using public roads. If the Contractor's work requires that public roads be temporarily impeded or closed, approvals shall be obtained from governing authorities 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 debris 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 fabric fence to control erosion and contain sediments and pollutants from overland flow. Filter fabric fence is not for use in channelized 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 fabric fence 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 Filter fabric fence shall have a minimum height of 18 inches and a maximum height of 36 inches above natural ground. E 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. 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 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 Dewatering, 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 dewatering and depressurization. a. Dewatering - 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 stability 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 piezometric 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 description 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 dewatering and depressurization. 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 piezometric elevations obtained during monitoring of dewatering 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 installed 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. Provide environmental monitoring 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 monitoring wells installed during 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 dewatering system. C 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 materials are at the option of Contractor as necessary to achieve desired results for dewatering. 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 experienced 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, piezometric 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, material, 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 dewatering 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, depressurize those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometric 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, dewatering may be reduced to maintain water level a minimum of 5 feet below 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 rise into cement stabilized sand until at least 48 hour after placement. Provide a uniform diameter for each pipe drain run constructed for dewatering. 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 apermanent perforated underground drainage system may be 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 dewatering 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 bearing materials are predrained prior to excavation. Provide separate piezometers for monitoring of dewatering and for monitoring of depressurization. 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 Dewatering 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 on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03A. G Mechanical dewatering 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 monitoring 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 monitoring 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 monitor 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 monitoring and recording and take measures as necessary to ensure effective dewatering 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 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, shoring, dewatering or diversion of water to provide adequate drainage. 5/2013 01570 - 1 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM a. Protective System: A method of protecting employees from cave-ins, from material that could fall or roll from an excavation face or into an excavation, or from the collapse 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 authorization to take prompt corrective measures to eliminate them. 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 5/2013 01570-2of5 CITY OF PEARLAND TRENCH SAFETY SYSTEM 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. 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. Geotechnical 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 5/2013 01570 - 3 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM 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. 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 in this 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. 5/2013 01570 - 4 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM 3.03 FIELD QUALITY CONTROL A. Verify specific applicability of the selected or specially designed trench safety systems to each field condition encountered on the Work. END OF SECTION 5/2013 01570 - 5 of 5 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 perfoinied 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 foiniing 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. 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 facilitate 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 during handling as necessary to prevent breaking scraping, marring, 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 materials, 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 may be 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 - NotUsed 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, materials, 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 proprietary 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 Compatibility: 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 written 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 -Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01630 - 3 of 3 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 horizontal 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 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. 1.04 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. 1.05 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. 09/2009 01770 - 1 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT 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. 1.06 OPERATION AND MAINTENANCE DATA A Submit Operations and Maintenance data under provisions of Section 01350 — Submittals. 1.07 WARRANTIES A Provide one original of each warranty from Subcontractors, Suppliers, and Manufacturers. B Provide Table of Contents and assemble warranties in 3-ring/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 - NotUsed 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 09/2009 01770 - 2 of 2 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 2 TECHNICAL SPECIFICATIONS DIVISION 2 SITE WORK 07/2006 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 Engineering 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 Impurities 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. 02/2009 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 material qualified by the tests in this Section, 1.03B1. 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 a minimum 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 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 Sand shall be defined in the mix design report. 02/2009 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 using 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 a minimum of 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. 02/2009 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. 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 to 100 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 02/2009 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 02/2009 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 Materials (ASTM) a. 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 Impurities 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/D10 - 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 111: 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 Material. 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 deleterious 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,1I,111, 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 occurring 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 material, 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. SIEVE PERCENT PASSING BY WEIGHT FOR PIPE 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 No. 8 - 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 requir&d to change to a different material. D Bank sand, select fill, and random fill, if available in the project excavation, may be 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 CITYOFPEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS Section 02316 EXCAVATION AND BACKFILL FOR ROADWAYS 1.1 GENERAL 1.2 SECTION INCLUDES A. Excavation of materials for roadways. B. Excavation of materials for roadside ditches. C. References to Technical Specifications: 1. Section 01200 — 2. Section 01350 — 3. Section 01760 — 4. Section 01450 — 5. Section 01500 — 6. Section 02255 — 7. Section 01570 — 8. Section 01564 — 9. Section 01720 — 10. Section 02220 — 11. Section 02200 — 12. Section 02330 — 13. Section 01140 — D. Referenced Standards: 1. Measurement and Payment Procedures Submittals Project Record Documents Testing Laboratoiy Services Temporary Facilities and Controls Bedding, Backfill and Embankment Material Trench Safety Systems Control of Ground Water and Surface Water Field Surveying Site Demolition Site Preparation Embankment Contractor's Use of Premises 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 1556, "Standard Test Method for Density and Unit Weight of Soil in Place by the Sand -Cone Method" c. ASTM D 2922, "Standard Test Method for Density of Soil and Soil - Aggregate in Place by Nuclear Methods (ShallowDepth)" d. ASTM D 3017, "Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 1.3 MEASUREMENT AND PAYMENT A. Measurement shall be by the cubic yard measured in place, including labor, equipment, tools and incidentals necessary to complete the work. 1/2018 02316- 1 of 5 CITYOFPEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS B. Payment includes control of ground water and surface water, trench safety systems, removal of existing pavements and structures, repair and maintenance of excavated or backfilled areas, and other measures specified in this Section and not included in payment elsewhere. C. Refer to Section 01200 — Measurement and Payment Procedures. D. No payment will be made for material excavated under the following conditions: 1. More than 2 feet outside of vertical planes behind back of curbs. 2. For portion within limits of trench for utilities constructed by open -cut methods. 3. As indicated otherwise on Drawings. E. Construction Surveying shall be performed by qualified personnel under the direction of the Contractor. Contractor shall be responsible for the accuracy and correctness of this work. In the event that the Work consists of significant alteration of the topographic features of natural grade, Contractor shall perfoiur enough topographic survey to substantiate existing pre -construction elevations. No claim shall be made for additional excavation or grade adjustment in excess of quantities contained in the contract documents without demonstrable evidence that such conditions existed prior to start of the Work. F. Excavation and Backfill quantities that exceed the construction plans shall be substantiated with topographic survey of finished grade by survey (RPLS) and verified by the Engineer at contractor's expense. 1.4 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit product quality, material sources, and field quality infoiuration in accordance with this Section. C. Submit field red lines documenting location of roadway excavation 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. 1.5 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. 1/2018 02316 - 2 of 5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 1.6 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. 2.1 PRODUCTS 2.2 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. 3.1 EXECUTION 3.2 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. Identify required lines, levels, and datum. Coordinate with Section 01720 — Field Surveying. D. Identify existing structures and utilities above and below grade. Stake and flag their location. E. Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220 — Site Demolition, as applicable. F. Area shall be cleared and grubbed under the provisions of Section 02200 — Site Preparation prior to excavation. G. Strip and stockpile topsoil under the provisions of Section 02200 — Site Preparation. H. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.3 EXCAVATION A. Excavate to lines and grades shown on Plans. 1/2018 02316 - 3 of 5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS B. Areas of unsuitable material shall be removed, backfilled with embankment materials, and compacted under the provisions of Section 02330 —Embankment. C. At intersections, grade back at minimum slope of one inch per foot. Produce a smooth riding junction with intersecting street. Maintain proper drainage. 1/2018 02316 - 4 of 5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS D. Fill over -excavated areas in accordance with requirements of Section 02330 — Embankrnent at no cost to the Owner. 3.4 COMPACTION REQUIREMENTS A. Maintain moisture content of embankment materials to attain required compaction density. B. Compact to minimum densities at moisture content of optimum to 3 percent above optimum as determined by ASTM D 698, unless otherwise indicated on the Drawings. 1. Areas under future paving and shoulders: Minimum density of 95 percent of maximum dry density. 2. Other areas: Minimum density of 90 percent of maximum dry density. 3.5 TOLERANCES A. Top of compacted surface: Plus or minus 1/2 inch in cross section, or in 16 foot length. 3.6 FIELD QUALITY CONTROL A. Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 under provisions of Section 01450 — Testing Laboratory Services. B. Three or more tests, at Engineer's/Owner's option, will be taken for each 1,000 linear feet per lane of roadway or 500 square yards of embankment per lift. C. If tests indicate work does not meet specified compaction requirements, recondition, re -compact, and retest at Contractor's expense. 3.7 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. 1/2018 02316 - 5 of 5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 3.8 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. Maintain ditches and cut temporary swales to allow natural drainage in order to avoid damage to roadway. 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 1/2018 02316 - 6 of 5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES Section 02318 EXCAVATION AND BACKFILL FOR UTILITIES 1.0 GENERAL 1.01 SECTION INCLUDES A. Excavation, trenching, foundation, embedment, and backfill for installation of utilities, storm sewers including manholes, pipeline structures and other associated appurtenances. B. References to Technical Specifications: 1. Section 01200 — Measurement and Payment Procedures 2. Section 01350 — Submittals 3. Section 01570 — Trench Safety System 4. Section 01564 — Control of Ground Water and Surface Water 5. Section 01760 — Project Record Documents 6. Section 01450 — Testing Laboratory Services 7. Section 01500 — Temporary Facilities and Controls 8. Section 02255 — Bedding, Backfill, and Embankment Materials 9. Section 02370 — Geotextile 10. Section 02220 — Site Demolition 11. Section 01140 — Contractor's Use of Premises C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 2321, "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications" b. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" c. ASTM D 558, "Standard Test Methods for Moisture -Density (Unit Weight) Relations of Soil -Cement Mixtures" d. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" e. ASTM D 1556, "Standard Test Method for Density and Unit Weight of Soil in Place by the Sand -Cone Method" f. ASTM D 2922, "Standard Test Method for Density of Soil and Soil - Aggregate in Place by Nuclear Methods (Shallow Depth)" g. ASTM D 3017, "Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 5/2013 02318 - 1 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. 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. Excavation - Any man-made cut, cavity, trench, or depression in an earth surface, formed by removal of material. a. Extra Hand Excavation- excavation by manual labor at locations designated by the Engineer, which is not included in other Bid Items. b. Extra Machine Excavation- excavation by machine at locations designated by the Engineer, which is not included in other Bid Items. c. Special Excavation -excavation necessitated by obstruction of pipes, ducts, or other structures, not shown on Plans, which interfere with installation of utility piping by normal methods of excavation or augering. Contractor shall be responsible for locating such underground obstructions, sufficiently in advance of trench excavation or augering, to preclude damage to the obstructions. 2. Pipe Foundation - suitable and stable native soils that are exposed at the trench subgrade after excavation to depth of bottom of the bedding as shown on the Plans, or foundation backfill material placed and compacted in over - excavations. 3. Pipe Bedding - the portion of trench backfill that extends vertically from top of foundation up to a level line at bottom of pipe, and horizontally from one trench sidewall to opposite sidewall. 4. Haunching - the material placed on either side of pipe from top of bedding up to spring -line of pipe and horizontally from one trench sidewall to opposite sidewall. 5. Initial Backfill - the portion of trench backfill that extends vertically from spring -line of pipe (top of haunching) up to a level line 12 inches above top of pipe, and horizontally from one trench sidewall to opposite sidewall. 6. Pipe Embedment - the portion of trench backfill that consists of bedding, haunching, and initial backfill. 7. Trench Zone - the portion of trench backfill that extends vertically from top of pipe embedment up to pavement subgrade or up to final grade when not beneath pavement. 5/2013 02318 - 2 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 8. Trench Conditions - description of the stability of trench bottom and trench walls of pipe embedment zone. Maintain trench conditions that provide for effective placement and compaction of embedment material directly on or against undisturbed soils or foundation backfill, except where structural trench support is necessary. a. Dry Stable Trench: Stable and substantially dry trench conditions exist in pipe embedment zone as a result of typically dry soils or achieved by ground water control (dewatering or depressurization) for trenches extending below ground water level. b. Stable Trench with Seepage: Stable trench in which ground water seepage is controlled by excavation drainage. 1) Stable Trench with Seepage in Clayey Soils: Excavation drainage is provided in lieu of or to supplement ground water control systems to control seepage and provide stable trench subgrade in predominately clayey soils prior to bedding placement. 2) Stable Wet Trench in Sandy Soils: Excavation drainage is provided in the embedment zone in combination with ground water control in predominately sandy or silty soils. c. Unstable Trench: Unstable trench conditions exist in the pipe embedment zone if ground water inflow or high water content causes soil disturbances, such as sloughing, sliding, boiling, heaving or loss of density. 9. Sub -trench - a special case of benched excavation. Sub -trench excavation below trench shields or shoring installations may be used to allow placement and compaction of foundation or embedment materials directly against undisturbed soils. Depth of a sub -trench depends upon trench stability and safety as determined by the Contractor. 10. Trench Dam - a placement of low permeability material in pipe embedment zone or foundation to prohibit ground water flow along the trench. 11. Over -Excavation and Backfill - excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below top of foundation as shown on Plans, and backfilled with foundation backfill material. 12. Foundation Backfill Materials - natural soil or manufactured aggregate of controlled gradation, and geo-textile filter fabrics as required, to control 5/2013 02318 - 3 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES drainage and material separation. Foundation backfill material is placed and compacted as backfill to provide stable support for bedding. Foundation backfill materials may include concrete seal slabs. 13. Trench Shield (Trench Box) - a portable worker safety structure moved along the trench as work proceeds, used as a Protective System and designed to withstand forces imposed on it by cave-in, thereby protecting persons within the trench. Trench shields may be stacked if so designed or placed in a series depending on depth and length of excavation to be protected. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for trench excavation, embedment, and backfill under this Section. Include cost in Bid Items for all excavation and backfill associated with the placement and construction of: underground piping, boxes, manholes and associated appurtenances including conduit, or duct work. B. If Special Excavation 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, without deduction for space occupied by portions of pipes, ducts, or other structures left in place across trenches excavated under this item. 1. Payment for Special Excavation shall include: a. Dewatering and surface water control. b. Protection of pipes, ducts, or other structures encountered including bracing, shoring, and sheeting necessary for support. c. Replacement of pipes, ducts, or structures damaged by special excavation operations, except where payment for replacement is authorized by Engineer due to deteriorated condition of pipes, ducts, or structure. d. Temporary disconnecting, plugging, and reconnecting of low volume water pipes, to allow machine excavation or augering, when approved by Engineer. Pipe for replacement shall be new and conform to specification requirements for type of existing pipe removed. e. Placement of material from Special Excavation. f. Geo-textile material and concrete trench dams required to complete the placement of material from Special Excavation. g. Re -sodding required for surface restoration within designated limits of Special Excavation. h. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: 5/2013 02318 - 4 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES a. Trench safety system including sheeting and shoring. b. Utility piping installed in trenches excavated under this item. c. Removal and replacement of associated streets, driveways, and sidewalks. C. If Extra Hand Excavation 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. 1. Payment for Extra Hand Excavation shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. c. Placement of material from Extra Hand Excavation. d. Re -sodding required for surface restoration within designated limits of Extra Hand Excavation. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component.: a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. D. If Extra Machine Excavation 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. 1. Payment for Extra Machine Excavation shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. c. Placement of material from extra machine excavation. d. Re -sodding required for surface restoration within designated limits of Extra Machine Excavation. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. 5/2013 02318 - 5 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES E. Refer to Section 01200 - Measurement and Payment Procedures. No payment will be made for delays in completion of Work resulting from Extra Item Work. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit a written description for information only of the planned typical method of excavation, backfill placement and compaction, including: 1. Sequence of work and coordination of activities. 2. Selected trench widths. 3. Procedures for foundation and embedment placement, and compaction. 4. Procedure for use of trench boxes and other pre -manufactured systems while assuring specified compaction against undisturbed soil. 5. Procedure for installation of Special Shoring at locations identified on the Plans. C. Submit product quality, material sources, and field quality information in accordance with this Section. D. Submit field red lines documenting location of Utilities 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. 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. 5/2013 02318 - 6 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1.06 SPECIAL SHORING DESIGN REQUIREMENTS A. Special Shoring shall be, in accordance with Section 01570 — Trench Safety System, designed by a Professional Engineer, licensed by the State of Texas, At Contractor's expense. B. Special Shoring shall be designed to provide support for the sides of the excavations, including soils and hydrostatic ground water pressures as applicable, and to prevent ground movements affecting adjacent installations or improvements such as structures, pavements and utilities. C. Special Shoring may be a pre -manufactured system or a field fabricated system that meets the requirements of the Work. 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. B. Manufactured materials, such as crushed concrete, may be substituted for natural soil or rock products where indicated in the product specification, and approved by the Engineer, provided that the physical property criteria are determined to be satisfactory by testing. C. Geotextile (Filter Fabric): Conform to requirements of Section 02370 — Geotextile. D. Concrete for Trench Dams: Concrete backfill or 3 sack premixed (bag) concrete. E. Timber Shoring Left in Place: Untreated oak. 2.02 EQUIPMENT A. Perform excavation with track mounted excavator or other equipment suitable for achieving the requirements of this Section. B. Use only hand -operated tamping equipment until a minimum cover of 12 inches is obtained over pipes, conduits, and ducts. Do not use heavy compacting equipment until adequate cover is attained to prevent damage to pipes, conduits, or ducts. C. Use trench shields or other Protective Systems or Shoring Systems which are designed and operated to achieve placement and compaction of backfill directly against undisturbed native soil. 5/2013 02318 - 7 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D. Use Special Shoring systems where required which may consist of braced sheeting, braced soldier piles and lagging, slide rail systems, or other systems meeting the Special Shoring design requirements. 3.0 EXECUTION 3.01 PREPARATION A. Employ a Trench Safety Program as specified in Section 01570 — Trench Safety Systems. B. Install and operate necessary dewatering and surface water control measures conform to Section 01564 — Control of Ground Water and Surface Water. C. Remove existing pavements and structures, including sidewalks and driveways, to conform 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. E. Strip and stockpile topsoil under the provisions of Section 02200 — Site Preparation F. Schedule work so that pipe embedment can be completed on the same day that acceptable foundation has been achieved for each section of pipe installation, manhole, or other structures. 3.02 EXCAVATION A. Except as otherwise specified or shown on the Plans, install underground utilities in open cut trenches with vertical sides. B. Perform excavation work so that pipe, conduit, and ducts can be installed to depths and alignments shown on the Plans. Avoid disturbing surrounding ground and existing facilities and improvements. C. Determine trench excavation widths using the following schedule as related to pipe outside diameter (O.D.). Maximum trench width shall be the minimum trench width plus 24 inches. NOMINAL PIPE SIZE, INCHES MINIMUM TRENCH WIDTH, INCHES Less than 18 O.D. + 18 18 to 30 O.D. + 24 Greater than 30 O.D. + 36 5/2013 02318 - 8 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D. Use sufficient trench width or benches above the embedment zone for installation of well point headers or manifolds and pumps where depth of trench makes it uneconomical or impractical to pump from the surface elevation. Provide sufficient space between shoring cross braces to permit equipment operations and handling of forms, pipe, embedment and backfill, and other materials. E. Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work at that location. Notify the Engineer and obtain instructions before proceeding. F. Shoring of Trench Walls. Install Special Shoring in advance of trench excavation or simultaneously with the trench excavation, so that the soils within the full height of the trench excavation walls will remain fully laterally supported at all times. 2. For all types of shoring, support trench walls in the pipe embedment zone throughout the installation. Provide trench wall supports sufficiently tight to prevent washing the trench wall soil out from behind the trench wall support. 3. Unless otherwise directed by the Engineer, leave sheeting driven into or below the pipe embedment zone in place to preclude loss of support of foundation and embedment materials. Leave rangers, walers, and braces in place as long as required to support sheeting, which has been cut off, and the trench wall in the vicinity of the pipe zone. 4. Employ special methods for maintaining the integrity of embedment or foundation material. Before moving supports, place and compact embedment to sufficient depths to provide protection of pipe and stability of trench walls. As supports are moved, finish placing and compacting embedment. 5. If sheeting or other shoring is used below top of the pipe embedment zone, do not disturb pipe foundation and embedment materials by subsequent removal. Maximum thickness of removable sheeting extending into the embedment zone 1 inch. Fill voids left on removal of supports with compacted backfill material. G. Use of Trench Shields. When a trench shield (trench box) is used as a worker safety device, the following requirements apply: Make trench excavations of sufficient width to allow shield to be lifted or pulled freely, without damage to the trench sidewalls. 2. Move trench shields so that pipe, and backfill materials, after placement and compaction, are not damaged nor disturbed, nor the degree of compaction reduced. 5/2013 02318 - 9 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3. When required, place, spread, and compact pipe foundation and bedding materials beneath the shield. For backfill above bedding, move the shield as backfill is placed and ramped in. Place and compact backfill materials against undisturbed trench walls and foundation. 4. Maintain trench shield in position to allow sampling and testing to be performed in a safe manner. 3.03 TRENCH FOUNDATION A. Excavate bottom of trench to uniform grade to achieve stable trench conditions and satisfactory compaction of foundation or bedding materials. B. Place trench dams in Class I foundations in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3.04 PIPE EMBEDMENT PLACEMENT AND COMPACTION A. Immediately prior to placement of embedment materials, the bottoms and sidewalls of trenches shall be free of loose, sloughing, caving, or otherwise unsuitable soil. B. Place Geotextile, if specified, to prevent particle migration from the in -situ into open - graded (Class I) embedment materials or drainage layers. C. Place embedment including bedding, haunching and initial backfill to meet requirements indicated on Plans. PVC & HDPE require cement stabilized sand bedding and backfill to one foot below subgrade or below grade if under pavement, or one foot above top of pipe if not under pavement. D. For pipe installation, manually spread embedment materials around the pipe to provide uniform bearing and side support when compacted. Do not allow materials to free -fall from heights greater than 24 inches above top of pipe. Perform placement and compaction directly against the undisturbed soils in the trench sidewalls, or against sheeting which is to remain in place. E. Do not place trench shields or shoring within height of the embedment zone unless means to maintain the density of compacted embedment material are used. If moveable supports are used in embedment zone, lift the supports incrementally to allow placement and compaction of the material against undisturbed soil. F. Do not damage coatings or wrappings of pipes during backfilling and compacting operations. When embedding coated or wrapped pipes, do not use crushed stone or other sharp, angular aggregates. 5/2013 02318 - 10 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES G. Place haunching material manually around the pipe and compact it to provide uniform bearing and side support. If necessary, hold small -diameter or lightweight pipe in place during compaction of haunch areas and placement beside the pipe with sand bags or other suitable means. H. Place electrical conduit directly on foundation without bedding. Shovel pipe embedment material in place and compact it using pneumatic tampers in restricted spaces, and vibratory -plate compactors or engine -powered jumping jacks in unrestricted spaces. Compact each lift before proceeding with placement of the next lift. 1. Class I embedment materials. a. Maximum 6-inches compacted lift thickness. b. Systematic compaction by at least two passes of vibrating equipment. Increase compaction effort as necessary to effectively embed the pipe to meet the deflection test criteria. c. Moisture content as determined by Contractor for effective compaction without softening the soil of trench bottom, foundation or trench walls. 2. Class II embedment and cement stabilized sand. a. Maximum 6-inches compacted thickness. b. Compaction by methods determined by Contractor to achieve a minimum of 95 percent of the maximum dry density as determined according to ASTM D 698 for Class II materials and according to ASTM D 558 for cement stabilized materials. c. Moisture content of Class II materials within 3 percent of optimum as determined according to ASTM D 698. Moisture content of cement stabilized sands on the dry side of optimum as determined according to ASTM D 558 but sufficient for effective hydration. J. Place trench dams in Class I embedments in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3.05 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION A. Place backfill for pipe or conduits and restore surface as soon as practicable. Leave only the minimum length of trench open as necessary for construction. Backfill placement and compaction shall apply to all soils excavated for the trench especially including any areas that were "benched" or over -excavated in place of trenched shoring. All disturbed soils generated during excavation, whether inside the trench or associated with it, shall be considered to fall under this requirement. 5/2013 02318 - 11 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES B. Where damage to completed pipe installation work is likely to result from withdrawal of sheeting, leave the sheeting in place. Cut off sheeting 1.5 feet or more above the crown of the pipe. Remove trench supports within 5 feet from the ground surface. C. For sewer pipes, use backfill materials described here as determined by trench limits. As trench zone backfill in paved areas for streets and to one foot back of curbs and pavements, use cement stabilized sand for pipe of nominal sizes less than 36 inches, or Bank Sand for pipe of nominal sizes 36 inches and larger as indicated on the Drawings. Uniformly backfill trenches unless specified otherwise according to the paved area criteria. Use select backfill within one foot below pavement subgrade for rigid pavement. For asphalt concrete, use flexible base material within one foot below pavement subgrade. D. For water lines, backfill in trench zone, including auger pits, with Bank Sand, Select Fill, or Random Fill material as specified in this Section. E. For trench excavations under pavement, place trench zone backfill in lifts and compact by methods indicated below. Fully compact each lift before placement of the next lift. 1. Bank Sand. a. Maximum 9-inches compacted lift thickness. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. c. Moisture content within 3 percent of optimum determined according to ASTM D 698 2. Cement Stabilized Sand. a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction, but not exceeding 24 inches. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 558. c. Moisture content on the dry side of optimum determined according to ASTM D 558 but sufficient for cement hydration. 3. Select Fill. a. Maximum 6-inches compacted thickness. b. Compaction by equipment providing tamping or kneading impact to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. c. Moisture content within 2 percent of optimum determined according to ASTM D 698. F. For trench excavations outside pavements, a Random Fill of suitable material may be used in the trench zone. 5/2013 02318 - 12 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1. Fat clays (CH) may be used as trench zone backfill outside paved areas at the Contractor's option. If the required density is not achieved, the Contractor, at his option and at no additional cost to the Owner, may use lime stabilization to achieve compaction requirements or use a different suitable material. 2. Maximum 9-inch compacted lift thickness for clayey soils and maximum 12- inch lift thickness for granular soils. 3. Compact to a minimum of 90 percent of the maximum dry density determined according to ASTM D 698, or to same density as adjacent soils. 4. Moisture content as necessary to achieve density. 3.06 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE STRUCTURES A. Meet the requirements of adjoining utility installations for backfill of pipeline structures, as shown on the Plans. 3.07 FIELD QUALITY CONTROL A. Quality Control 1. The Engineer may sample and test backfill at: a. Sources including borrow pits, production plants and Contractor's designated off -site stockpiles. b. On -site stockpiles. c. Materials placed in the Work. 2. The Engineer may resample material at any stage of work or location if changes in characteristics are apparent. B. Production Verification Testing: The Owner's testing laboratory will provide verification testing on backfill materials, as directed by the Engineer. Samples may be taken at the source or at the production plant, as applicable. C. Provide excavation and Trench Safety Systems at locations and to depths required for testing and retesting during construction. D. Tests will be performed on a 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 Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity. 5/2013 02318 - 13 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES E. At least three tests for moisture -density relationships will be performed initially for backfill materials in accordance with ASTM D 698, and for cement stabilized sand in accordance with ASTM D 558. Additional moisture -density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity. F. In -place density tests of compacted pipe foundation, embedment and trench zone backfill soil materials 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 linear feet measured along pipe for compacted embedment and for every 100 linear feet measured along pipe for compacted trench zone backfill material. Testing shall be performed for each lift thickness for different backfill material specified in Item 3.05. 2. A minimum of three density tests for each full shift of Work when backfill is placed. 3. Density tests will be distributed among the placement areas. Placement areas are: foundation, bedding, haunching, initial backfill and trench zone. 4. The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density, as specified. 5. Density tests may be performed at various depths below the fill surface by pit excavation. Material in previously placed lifts may therefore be subject to acceptance/rejection. 6. Two verification tests will be performed adjacent to in -place tests showing density less than the acceptance criteria. Placement will be rejected unless both verification tests show acceptable results. 7. Re -compacted placement will be retested at the same frequency as the first test series, including verification tests. G. Recondition, re -compact, and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For Cement Stabilized Sand with nonconforming density, core and test for compressive strength at Contractor's expense. H. Acceptability of crushed rock compaction will be determined by inspection. 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. 5/2013 02318 - 14 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. D. Coordinate excavation within 15 feet of existing utilities with utility representative. Excavate by hand to locate existing utility, support utility with methods agreed upon by utility representative. All work shall be subsidiary to bid items in Section 00300 Bid Proposal. No additional cost to City. END OF SECTION 5/2013 02318 - 15 of 15 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS Section 02415 AUGERING PIPE OR CASING FOR SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of pipe and casing for sanitary sewer by methods of augering. B References to Technical Specifications: 1. Section 01570 2. Section 01200 3. Section 01350 — 4. Section 01563 — 5. Section 01500 — 6. Section 02530 — 7. Section 02430 — 8. Section 02318 — 9. Section 01140 — — Trench Safety System — Measurement and Payment Procedures Submittals Control of Ground Water and Surface Water Temporary Facilities and Controls Gravity Sanitary Sewers Tunnel Grout Excavation and Backfill for Utilities Contractor's Use of Premises C Referenced Standards: 1. American Railway Engineering Association (AREA) Manual for Railway Engineering 2. American Association of State Highway and Transportation Officials (AASHTO) 3. American Water Works Association (AWWA) a. AWWA C200, Steel Water Pipe - 6 in. (150 mm) and Larger D Definitions: 1. Dry Augering - installation of steel casing by excavating the soil at the advancing end of casing and transporting the spoil through the casing by an otherwise uncased auger, while advancing the casing by jacking at the same rate as the auger excavation progresses. 2. Slurry Augering - installation of casing or sewer pipe by first drilling a small diameter pilot hole from auger pit to auger pit, followed by reaming the bore to full diameter by augering with slurry, and installing the casing or pipe by a pull -back or jacking method. 3. Augered Pipe - the Contractor's installed water or sewer pipe in augered hole. 4. Augered Casing with Pipe - the Contractor's installed water or sewer pipe in augered casing. 1.02 MEASUREMENT AND PAYMENT A Measurement for augered casing with sewer pipe will be on a linear foot basis measured from end to end of the casing. 07/2006 02415 - 1 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS B Payment of augered casing with sewer pipe will be full compensation for all labor, equipment, casing, sewer pipe, materials and supervision for construction complete in place including dewatering, augering, joints, spoil removal, pipe installation, grouting, utility adjustments, testing, and cleanup, and other work necessary for construction as shown on the Plans and as specified. C Measurement of augered sewer pipe will be on a linear foot basis along the axis of the pipe from auger pit to auger pit. D Payment of augered sewer pipe will be full compensation for labor, pipe, equipment, materials, and supervision for construction complete in place including dewatering, jacking, utility adjustments, testing, cleanup, and other work necessary for construction as shown on the Plans and as specified. E No separate payment will be made for auger pits and other excavations under this section. Include cost of excavation, surface restoration, pavement repair, etc., for auger pits or observation pits in Sections related to the open -cut sewer installation portion of the Work. Include cost of trench safety for auger pits or observation pits in Section 01570 — Trench Safety Systems. F Refer to Section 01200 — Measurement and Payment Procedures. 1.03 SUBMITTALS A Review. Submittal shall be made in accordance with Section 01350 — Submittals. The Engineer will review submitted plans, details and data for compliance with specifications. Contractor shall not commence work on any items requiring pipe and casing augering work plan, or other submittal until the submittal have been reviewed and accepted by the Engineer. Such review by the Engineer shall not be construed in any way of relieving the Contractor of his responsibilities under the Contract, shall not be construed by the contractor as an endorsement by the Engineer that such methods are constructable or will work for the specific subsurface soils encountered. Structural designs and other engineered components shall be signed and sealed by a Professional Engineer registered in the State of Texas. B Pipe and Casing Augering Operation. 1. Submit for review a Pipe and Casing Augering Work Plan with complete drawings and written description identifying details of the proposed method of construction and the sequence of operations to be performed during construction, as required. The drawings and descriptions shall be sufficiently detailed to demonstrate to the Engineer whether the proposed materials and procedures will meet the requirements of this Section. 2. Depending on the Contractor's method of construction, the Pipe and Casing Augering Work Plan shall be submitted on the following items: a. Arrangement drawings and technical specifications of the augering equipment and experience record of the Contractor. b. Method of controlling line and grade of augering operation. 07/2006 02415 - 2 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS c. Method of spoil and slurry removal, including surface storage and disposal. d. Details of the pipe or casing installation. e. Grouting techniques to be used for filling annular void between casing and sewer pipe, where required, and for filling over excavation, if any, including equipment, pumping and injection procedures, pressure grout types, and mixtures. f. Location and construction of auger pits, including details for all required ground support installation not included in the Trench Safety Plan. g. Groundwater control system per requirements in this section and in accordance with Section 01563 — Control of Ground Water and Surface Water, as required by construction method. 3. Casing and pipe fabrication drawings, including joint details. C Trench Safety 1. Shall be in accordance with Section 01570 — Trench Safety System. 2. To the extent that excavation for pipe and casing augering involves work not covered by Contractor's Trench Safety Plan, the safety provisions of these excavations shall be addressed in the Pipe and Casing Augering Work Plan. D Quality Control Methods. At least 30 days prior to the start of augering, the Contractor shall submit a description of the quality control methods proposed for use in this operation to the Project Manager. The submittal shall include: 1. Supervision. Supervisory control to ensure that work is performed in accordance with the Plans and Specifications, and Pipe and Casing Augering Work Plan. 2. Line & Grade. Procedures for surveying, controlling and checking line and grade, including field forms. 3. Augering Observation and Monitoring. Procedures for preparing and submitting daily logs of augering operations, including field forms. 4. Products and Materials. A plan for testing and submittal of test results to demonstrate compliance with the specification and Contractor's design criteria for permanent products, material and installations. The plan shall identify applicable standards and procedures for testing and acceptance. 5. Monitoring Settlement. Submit a settlement Monitoring Plan if requested by the Engineer. 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. 07/2006 02415 - 3 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS 1.05 CRITERIA FOR DETERMINING INSTALLATION LOADS A Pipes and casings shall be selected by the Contractor to carry overburden pressure and applicable surcharge and installation loads. B The criteria to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO. C The Contractor shall be responsible for the selection of the casing, pipe, and pipe joints to carry the thrust of the jacks or loads due to the pulling mechanism. D The Contractor shall select the diameter of the casing to meet the minimum dimensions defined in the Plans, and to permit practical installation (including skids, pipe spiders and shims, if applicable) and grouting, where required. 2.0 PRODUCTS 2.01 MATERIALS A Casing shall be provided where shown on Plans or indicated in Technical Specifications and be new, uncoated welded steel pipe, manufactured in accordance with AWWA C200. The design stress in the pipe wall shall be 50 percent of the minimum yield point of the steel or 18,000 psi, whichever is less, when subjected to the loading conditions. The design deflection to be used in determining wall thickness shall not exceed 3 percent of nominal casing pipe size. B Sewer pipe shall be provided in accordance with Section 02530 — Gravity Sanitary Sewers. The sewer pipe shall be selected by the Contractor and verified by the Contractor's engineer to safely withstand all service loads, including overburden pressures and surcharge loads together with all forces and pressures induced in pipe and joints during installation. C For grouting materials refer to Section 02430 — Tunnel Grout. D Where casings are required by Plans, casing insulator width 8 inches for pipe sizes 4 to 14 inches; 12 inches for pipe sizes 16 to 30 inches. 1. For welded steel pipe 12 inches and smaller, use Pipeline Seal & Insulator Model PE, or approved equal. 2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2 or approved equal for pipe sizes up to 12 inches. 3. For all pipe sizes above 12 inches, use Pipeline Seal & Insulator Model C12G- 2 or approved equal. E Casing End Seals: Provide Pipeline Seal & Insulator Model C or approved equal. 3.0 EXECUTION 07/2006 02415 - 4 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS 3.01 DRY AUGERING (CASING ONLY) A Provide horizontal augering equipment of sufficient capacity for the diameter and length of the casing to be installed and the anticipated ground conditions. B Provide heavy-duty jacks of a capacity suitable for forcing the excavating auger and casing through the ground and a suitable jacking frame or backstop. Use operating jacks constructed so that even pressure is applied to all jacks used. C Provide steerable front section of casing to allow vertical grade adjustments. A water level or other means shall be provided to allow monitoring of the grade elevation of the auger casing. D Set casing to be jacked on guides, properly braced together, to support the section of pipe and direct it to proper line and grade. Place the whole jacking assembly so as to line up with the direction and grade of the pipe. E In unconsolidated soil formations, bentonite may be used to seal the voids outside the wall and furnish lubrication for the installation of casing. The use of water to assist in lubrication to facilitate the removal of spoil is permitted, however, water jetting of the soil is not allowed when jacking the casing. F Insofar as practical and depending on the character of the soil encountered during the augering operation, conduct operations without interruption to prevent the pipe from seizing up in the hole before the installation is complete. G Repair casing damaged in augering operations by method acceptable to the Engineer or remove and replace it. 3.02 SLURRY AUGERING A Provide horizontal boring equipment for drilling of pilot hole, slurry augering equipment for excavating the full-sized hole for casing or pipe installation. B Drill a small diameter pilot hole for the entire length of the augered pipe. Check the pilot hole for line and grade at the receiving end to determine if the larger diameter casing hole will comply with this Specification. The pilot hole shall be redrilled if the installed pipe would not meet the specified tolerances. C Auger the large -diameter hole by mechanical means for reaming the pilot hole. The diameter of the augered hole shall be not more than 1 inch greater than the outside diameter of the installed pipe measured from the barrel of the pipe. Place excavated material outside the working pit and dispose of it, as specified in Section 01500 — Temporary Facilities and Controls. Jetting is not permitted. Augered holes which do not meet the specified tolerances shall be grouted. D In unconsolidated soil formations, use a bentonite slurry to maintain a stable hole and furnish lubrication for the installation of the pipe. Install the pipe or casing in one 07/2006 02415 - 5 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS operation with the displacement of cuttings and slurry from the hole in potentially unstable soils to prevent casing and settlement of the ground surface. E Depending on the character of the soil encountered during the augering operation, conduct operations without interruption, insofar as practical, to prevent the pipe from seizing up in the hole before the installation is complete. F Repair casing or sewer pipe damaged in augering operations by method acceptable to the Engineer or remove and replace it. 3.03 AUGER PITS A Contractor's Pipe and Casing Augering Work Plan shall identify the location, size, depth and layout, and ground support design of all augering and observation pits, as well as a schedule of dates that each pit is expected to be open. B Auger pits that are excavated as a part of open -cut sewer construction shall be in accordance with Section 02318 — Excavation and Backfill for Utilities. C Install sheeting, lining, shoring, and bracing required for the protection of the workmen and the public in accordance with Section 01570 — Trench Safety Systems. 3.04 PIPE IN CASING A Pipes shall be installed in augered casings in accordance with this Section, as applicable. B Bottom of trench adjacent to each end of casing should be graded to provide firm, uniform, and continuous support for carrier pipe. If trench requires some backfill to establish final trench bottom grade, backfill material should be placed in 6-inch lifts and each layer properly compacted. C Install casing end seals in accordance with manufactures specifications. 3.05 SPACER AND INSULATOR INSTALLATION A Casing spacers and/or insulators should be installed in accordance with manufacturer's instructions. Special care should be taken to ensure that all subcomponents are correctly assembled and evenly tightened, and that no damage occurs during tightening or carrier pipe insertion. B Spacing of spacers or insulators should ensure that carrier pipe is adequately supported throughout its length, particularly at ends, to offset settling and possible electrical shorting. End spacer must be within 6 inches of end of casing pipe, regardless of size of casing and carrier pipe or type of spacer used. Casing spacers are designed to withstand much greater loads than can be safely applied to most coatings. Therefore, spacing between spacers depends largely on load bearing capabilities of pipe coating and flexibility of pipe. 07/2006 02415 - 6 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS 1. Spacing shall be as shown on Plans with maximum distance between spacers to be 10 feet for pipe sizes 4 to 14 inches and 8 feet for pipe sizes 16 to 30 inches. 2. For ductile iron pipe, flanged pipe, or bell -and -spigot pipe, spacers should be installed within one foot on each side of bell or flange and one in center of joint when 18- to 20-foot-long joints are used. 3. If casing or carrier pipe is angled, bent, or dented, spacing should be reduced. C Where metallic carrier pipe is to be placed in metallic casing, provide electric insulating type spacers to ensure no contact between carrier pipe and casing. 3.06 TOLERANCES A Acceptance criteria for Augered Casing, as defined in this Section, 1.01D, shall be ±6 inches in horizontal alignment from theoretical at any point between manholes, including the receiving end, and ±1-1/2 inches in elevation from the theoretical. B Acceptance criteria for Augered Pipe, as defined in this Section, 1.01D, shall be ±6 inches in horizontal alignment from theoretical at any point between manholes, including the receiving end, and ±1/8 inch in elevation from the theoretical. C If a deviation exceeds these tolerances, the Contractor may be required to re -auger the casing or sewer pipe at no additional cost to the City, including any backfilling or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessary by out -of -tolerance casing or sewer pipe shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection of casing diameter to assure these tolerances. 3.07 FIELD QUALITY CONTROL A Sewer pipes installed under this Section shall be tested under the provisions of the applicable Technical Specification for the type of sewer pipe installed. 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. 3.09 PROTECTION OF THE WORK A Protect and maintain all pipe and casing augering in good condition until completion of Work. END OF SECTION 07/2006 02415 - 7 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES Section 02417 AUGERING PIPE OR CASING FOR WATER LINES 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of pipe and casing for water lines by methods of augering. B References to Technical Specifications: 1 Section 01570 — Trench Safety System 2. Section 01200 — Measurement and Payment Procedures 3. Section 01350 — Submittals 4. Section 01500 — Temporary Facilities and Controls 5. Section 02635 — Steel Pipe and Fittings 6. Section 02318 — Excavation and Backfill for Utilities 7. Section 01140 — Contractor's Use of Premises C Referenced Standards: 1. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT UNIT PRICES A Measurement for augered casing with water pipe will be on a linear foot basis measured from end to end of the casing. B Payment of augered casing with water pipe will be full compensation for all labor, equipment, casing, water pipe, materials and supervision for construction complete in place including dewatering, augering, joints, spoil removal, pipe installation, grouting, utility adjustments, testing, and cleanup, and other work necessary for construction as shown on the Plans and as specified. C D Measurement of augered water pipe will be on a linear foot basis along the axis of the pipe from auger pit to auger pit. Payment of augered water pipe will be full compensation for labor, pipe, equipment, materials, and supervision for construction complete in place including dewatering, jacking, utility adjustments, testing, cleanup, and other work necessary for construction as shown on the Plans and as specified. E No separate payment will be made for auger pits and other excavations under this section. Include cost of excavation, surface restoration, pavement repair, etc., for auger pits or observation pits in Sections related to the open -cut utility installation portion of the Work. Include cost of trench safety for auger pits or observation pits in Section 01570 — Trench Safety Systems. F Refer to Section 01200 - Measurement and Payment Procedures. 02/2008 02417 - 1 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 1.03 SUBMITTALS A Submit product data in accordance with requirements of Section 01350 - Submittals. B Submit product data for casing insulators for approval. C Prior to commencement of work, furnish for the Engineer's approval, a plan showing pit locations. Approval of this plan will not relieve Contractor from responsibility to obtain specified results. D Show actual pit locations dimensioned on as -built drawings so that they can be identified in field. 1.04 REGULATORY REQUIREMENTS A Conform to Texas Department of Transportation for installations under state highways. Owner will obtain required permits for State Highway crossings. City will make submittal to TxDOT. Contractor will supply Traffic Control Plans. B Installations under railroads: 1. Secure and comply with requirements of right -of -entry for crossing railroad company's easement or right-of-way from railroad companies affected. Comply with railroad permit requirements. Submit copy to the Engineer. 2. Use dry auger method only. 3. No extra compensation for damages due to delays caused by the railroad requesting work to be done at hours which will not inconvenience the railroad. 4. Maintain minimum 35-foot clearance from centerline of tracks. 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. 1.06 CRITERIA FOR DETERMINING INSTALLATION LOADS A Pipes and casings shall be selected by the Contractor to carry overburden pressure and applicable surcharge and installation loads. B The criteria to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO. C The Contractor shall be responsible for the selection of the casing, pipe, and pipe joints to carry the thrust of the jacks or loads due to the pulling mechanism. D The Contractor shall select the diameter of the casing to meet the minimum dimensions defined in the Plans, and to permit practical installation (including skids, pipe spiders and shims, if applicable) and grouting, where required. 02/2008 02417 - 2 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 2.0 PRODUCTS 2.01 MATERIALS A Piping and Fittings: As required by Plans. B Casings: Where required by Plans, in accordance with Section 02635 - Steel Pipe and Fittings. C Insulators: Where casings are required by Plans, casing insulator width 8 inches for pipe sizes 4 to 14 inches; 12 inches for pipe sizes 16 to 30 inches. 1. For welded steel pipe 12 inches and smaller, use Pipeline Seal & Insulator Model PE, or approved equal. 2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2 or approved equal for pipe sizes up to 12 inches. 3. For all pipe sizes above 12 inches, use Pipeline Seal & Insulator Model C12G-2 or approved equal. D Casing End Seals: Provide Pipeline Seal & Insulator Model C or approved equal. 3.0 EXECUTION 3.01 GENERAL A Do not exceed 100 feet for length of auger hole for uncased PVC pipe less than 12 inches in diameter without intermediate pit. B Do not exceed 75 feet for length of auger hole for uncased PVC pipe 12 inches to 16 inches in diameter without intermediate pit. C Do not exceed 80 feet for length of auger hole for uncased PVC pipe greater than 16- inches in diameter without intermediate pit. 3.02 PREPARATION A Secure right -of -entry for crossing railroad company's easement or right-of-way. 3.03 JACKING A Comply with Section 01570 - Trench Safety Systems for all pits, access shafts, end trenches and other excavations relating to work required by this specification. B If grade of pipe at jacking end is below ground surface, excavate suitable pits or trenches for conducting jacking operations and for placing end joints of pipe. Wherever end trenches are cut in sides of embankment or beyond it, sheath securely and brace such work to prevent earth caving. C No more than one joint shall be made-up in pit or trench prior to jacking. 02/2008 02417 - 3 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES D Construction shall not interfere with operation of railroad, street, highway, or other facility, nor weaken or damage embankment or structure. E During construction operations, furnish and maintain barricades and lights to safeguard traffic and pedestrians as directed by the Engineer, until such time as backfill has been completed and removed from site. F Provide heavy-duty jacks suitable for forcing pipe through embankment. Use suitable jacking head, usually of timber, and suitable bracing between jacks and jacking head and suitable jacking frame or backstop so that jacking pressure will be applied to pipe uniformly around ring of pipe. Set pipe to be jacked on guides, properly braced together, to support section of pipe and to direct it in proper line and grade. Place jacking assembly in line with direction and grade of pipe. Excavate embankment material just ahead of pipe and remove material through pipe. Force pipe through embankment with jacks, into space thus provided. G Conform excavation for underside of pipe to contour and grade of pipe, for at least one third of circumference of pipe. Provide clearance of not more than 2 inches for upper half of pipe. Taper off upper clearance to zero at point where excavation conforms to contour of pipe. H Distance that excavation shall extend beyond end of pipe depends on character of material, but it shall not exceed 2 feet in any case. Decrease distance on instructions from the Engineer, if character of material being excavated makes it desirable to keep advance excavation closer to end of pipe. Jack pipe from low or downstream end. Lateral or vertical variation in final position of pipe from line and grade established by the Engineer will be permitted only to extent of 1 inch in 10 feet, provided such variation is regular and only in one direction and that final grade of flow line is in direction indicated on plans. J Use cutting edge of steel plate around head end of pipe extending short distance beyond end of pipe with inside angles or lugs to keep cutting edge from slipping back onto pipe. K Once jacking of pipe is begun, carry on without interruption to prevent pipe from becoming firmly set in embankment. L Remove and replace any pipe damaged in jacking operations. M Backfill pits or trenches excavated to facilitate jacking operations immediately after completion of jacking of pipe. N Grout annular space when loss of embankment occurs or when clearance of two inches is exceeded. 02/2008 02417 - 4 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 3.04 AUGERING (BORING) A Auger from approved pit locations. Excavate for pits and install shoring as outlined above under "Jacking." Auger mechanically with use of a pilot hole entire length of crossing and check for line and grade on opposite end of bore from work pit. The large hole is to be no more than 2 inches larger than diameter of bell. Place excavated material outside working pit and dispose of as required. Use water or other fluids in connection with boring operation only to lubricate cuttings; jetting will not be permitted. B In unconsolidated soil formations, a gel -forming colloidal drilling fluid may be used. Fluid is to consist of at least 10 percent of high-grade processed bentonite and shall consolidate cuttings of bit, seal walls of hole, and shall furnish lubrication for subsequent removal of cuttings and installation of pipe. 3.05 PIPE IN CASING A Pipes shall be installed in augered casings in accordance with this Section, as applicable. B Bottom of trench adjacent to each end of casing should be graded to provide firin, uniform, and continuous support for carrier pipe. If trench requires some backfill to establish final trench bottom grade, backfill material should be placed in 6-inch lifts and each layer properly compacted. C Install casing end seals in accordance with manufactures specifications. 3.06 INSULATOR INSTALLATION A Casing spacers and/or insulators should be installed in accordance with manufacturer's instructions. Special care should be taken to ensure that all subcomponents are correctly assembled and evenly tightened, and that no damage occurs during tightening or carrier pipe insertion. B Spacing of spacers or insulators should ensure that carrier pipe is adequately supported throughout its length, particularly at ends, to offset settling and possible electrical shorting. End spacer must be within 6 inches of end of casing pipe, regardless of size of casing and carrier pipe or type of spacer used. Casing spacers are designed to withstand much greater loads than can be safely applied to most coatings. Therefore, spacing between spacers depends largely on load bearing capabilities of pipe coating and flexibility of pipe. 1. Spacing shall be as shown on Plans with maximum distance between spacers to be 10 feet for pipe sizes 4 to 14 inches and 8 feet for pipe sizes 16 to 30 inches. 2. For ductile iron pipe, flanged pipe, or bell -and -spigot pipe, spacers should be installed within one foot on each side of bell or flange and one in center of joint when 18- to 20-foot-long joints are used. 3. If casing or carrier pipe is angled, bent, or dented, spacing should be reduced. 02/2008 02417 - 5 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES C Where metallic carrier pipe is to be placed in metallic casing, provide electric insulating type spacers to ensure no contact between carrier pipe and casing. 3.07 FILLING ANNULAR SPACE A Allowable variation from line and grade shall be as specified under "Jacking." Block void space around pipe in augered hole with approximately 12 inches of packed clay or similar material approved by the Engineer, to prevent bedding or backfill from entering the void around the pipe in the augered hole when compacted. For pipe diameters 4 inches through 8 inches use minimum 1/2 cubic foot clay for pipe diameters 12 inches through 16 inches use minimum 3/4 cubic foot clay. 3.08 AUGER PITS A Locate auger pits where there is minimum interference with traffic or access to property. B Pit Size: Provide minimum 6-inch space between pipe and walls of bore pit. Maximum allowable width of pit shall be 5 feet unless approved by the Engineer. Width of pit at surface shall not be less than at bottom. Maximum allowable length of pit shall be no more than 5 feet longer than one full joint of pipe and shall not exceed 25 feet unless approved by the Engineer. C Excavate bore pits to finished grade at least 6 inches lower than grade indicated by stakes or as approved by the Engineer. D Backfill in accordance with Section 02318 — Excavation and Backfill for Utilities. 3.09 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. 3.10 PROTECTION OF THE WORK A Protect and maintain all pipe and casing augering in good condition until completion of Work. END OF SECTION 02/2008 02417 - 6 of 6 CITY OF PEARLAND WATER MAINS Section 02510 WATER MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A. Installation of water mains, including valves, fire hydrants, wet connections, cut and plug of mains, disinfection, and hydrostatic testing for pipelines. B. References to Technical Specifications: 1. Section 01200 - 2. Section 01350 - 3. Section 02514 - 4. Section 03300 - 5. Section 02512 - 6. Section 02417 - 7. Section 02515 - 8. Section 02318 - 9. Section 02980 - 10. Section 01450 - 11. Section 02634 - C. Referenced Standards: Measurement and Payment Procedures Submittals Fire Hydrant Assembly Cast -in -Place Concrete Polyethylene Wrap Augering Pipe for Water Lines Water Tap and Service Line Installation Excavation and Backfill for Utilities Pavement Repair Testing Laboratory Services Ductile Iron Pipe and Fittings 1. Texas Commission on Environmental Quality (TCEQ) 2. American Water Works Association (AWWA) 3. American Society for Testing and Materials (ASTM) 1.02 MEASUREMENT AND PAYMENT A. Measurement for water mains open cut or augered, with or without casing, is on a linear foot basis for each size of pipe installed. Mains: Measure along axis of pipe and include fittings and valves. Branch Pipe: Measure from axis of main to end of branch. B. Refer to Section 01200 — Measurement and Payment Procedures. 1.03 QUALITY ASSURANCE A. Regulatory Requirements: 1. Pipe shall bear Underwriter's Laboratories (UL) or Factory Mutual (FM) label. 6/2014 02510 -1 of 22 CITY OF PEARLAND WATER MAINS 2. Pipe material acceptable without penalty to State's community fire insurance rating agency. 3. System acceptable to City and TCEQ. 4. Bacteriological disinfection acceptable to local health officials and Texas Department of Health, and TCEQ. 5. Water taps and draw off lines in compliance with local municipal specifications and regulations. 1.04 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Product Data: 1. Obtain from pipe manufacturer installation instructions, manuals, and printed recommendations, except for Owner furnished pipe. 2. Retain product data on job site for reference. 3. Submit certified record of tests of pipe, fittings, or valves upon request of Engineer. 4. Submit hydrant manufacturer flow and friction loss curve. C. Samples: 1. Notify City when system is pressure tested and disinfected. City will take all samples for bacteriological testing as required by TCEQ. 1.05 PRODUCT HANDLING A. Deliver pipe to trench in sound, undamaged condition. B. Cut pipe neatly avoiding sharp, ragged, or unbeveled, plain ends and do not damage lining by cutting. C. Remove damaged or rejected materials from project site. 1.06 ENVIRONMENTAL REQUIREMENTS A. Do not lay pipe when it is raining or when trench is muddy, soft, or contains standing water. B. 6/2014 02510 - 2 of 22 CITY OF PEARLAND WATER MAINS 2.0 PRODUCTS 2.01 POLYVINYL CHLORIDE (PVC) PRESSURE PIPE A. Conform to requirements of Section 02534 - PVC Pipe. All pipe used for water mains shall be blue. 2.02 HIGH DENSITY POLYETHYLENE A. Conform to requirements of Section 02532W - HDPE 2.03 STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER LINES A. Conform to requirements of Section 02513 - Steel Pipe and Fittings for Large Diameter Water Lines. 2.04 DUCTILE IRON PIPE AND FITTINGS A. Conform to requirements of Section 02634 - Ductile Iron Pipe and Fittings. 2.05 FIRE HYDRANTS A. Conform to requirements of Section 02514 - Fire Hydrant Assembly. 2.06 VALVES A. General: Conform to requirements of Section 02541 — Water and Wastewater Line Valves. 1. Manual operators: a. Provide hand wheel manual operators for in -plant valves. b. Equip buried valves with 2 in. square operating nuts. 2. Furnish no less than one operating key with each lot of 10 buried valves with nut operators. 3. Rotation: a. Direction: OPEN COUNTERCLOCKWISE (OPEN LEFT). 4. Shop coating: a. Shop coat ferrous metal surfaces of valves both interior and exterior for corrosion protection. b. Protect internal and external iron surfaces of valves with coating of 4 mils of two-part thermosetting epoxy: AWWA C 550. 5. Working and test pressures: a. Valves 2 in. through 12 in.: 200 psi working pressure, 400 psi hydrostatic test pressure. b. Valves 14 in. through 36 in.: 150 psi working pressure, 300 psi hydrostatic test pressure. 6/2014 02510 - 3 of 22 CITY OF PEARLAND WATER MAINS B. Gate Valves (2 in. Through 36 in.): 1. Buried valves: a. Comply with AWWA C500, non -rising stem (NRS); resilient wedge. b. Epoxy -coated ductile iron body and bonnet, inside screw. c. Bronze: Seat and disc rings, stem and mountings, and disc wedges. d. "0" ring sealed stem and 2 in. square operating nut. e. Valves 2 in. through 12 in.: Vertical type without by-passes. f. Valves 16 in. through 36 in.: Horizontal type with enclosed steel bevel gears resilient wedge, standard size by-pass valves. g. Stuffing box and bonnet bolts and nuts to be 304 stainless steel. h. Install in section of horizontal pipe. i. Mechanical joint ends with gasket complying with AWWA C 111. j. Acceptable product: 1) East Jordan, American Flow Control, Mueller Co. "A-2380 Series" C. Tapping Valves and Tapping Sleeves: 1. Tapping sleeves shall be solid stainless steel and valves shall conform with all others as mentioned above. D. Valve Boxes: 1. Cast iron, threaded screw extension sleeve type, adjustable suitable for depth of cover over pipe, with base and cover. 2. 3/16 in. thick, 5 in. diameter minimum. 3. Provide with suitable cast iron bases and covers. 4. Covers: Cast name designating type of service, e.g., "WATER" for water service. 2.07 RELATED MATERIALS A. Concrete: As specified in Section 03300 — Cast -in -Place Concrete. 6/2014 02510 - 4 of 22 CITY OF PEARLAND WATER MAINS B. Meter Box: 1. Cast iron to Owner's dimensions: ASTM A 48. C. The service line between Curb stop and Corporation Stop shall be CTS Polyethylene, SDR — 9. D. Corporation and Curb Stops and Fittings: ASTM B 62, NSF 61 lead free 3.0 EXECUTION A. Conform to requirements in Section 02534 - PVC Pipe, Section 02634 - Ductile Iron Pipe and Fittings, Section 02532W — HDPE, Section 02635 Steel Pipe and Fittings, and Section 02513 - Steel Pipe and Fittings for Large Diameter Water Lines. 3.02 PREPARATION A. Thoroughly clean pipe interiors of foreign matter before being lowered into trench. B. Clean hydrant and valve interiors of foreign matter before installation. C. Employ workmen who are skilled and experienced in laying pipe of type and joint configuration being furnished. Provide watertight pipe and pipe joints. D. Lay pipe to lines and grades shown on Drawings and Details. E. If asbestos -cement (A.C.) pipe is encountered, follow safety practices outline in American Water Works Association's publication, "Work Practices for A/C Pipe". Strictly adhere to "recommended practices" contained in this publication and make them "mandatory practices" for this project. F. For pipe diameters 36 inches and greater, clearly mark each section of pipe and fitting with unique designation on inside of pipe along with pressure class. Locate unique identifying mark minimum of five feet away from either end of each section of pipe. Provide one unique identifying mark in middle of each fitting. Place markings at consistent locations. Use permanent black paint and minimum letter height of 4 inches to mark designations. G. Contractor is responsible for assuring chosen manufacturer fulfills requirements for extra fittings and, therefore, is responsible for costs due to downtime if requirements are not met. 3.03 INSTALLATION A. Inspection: 1. Carefully examine each piece of pipe for soundness and specifications compliance after delivery at trench before placing in trench. 6/2014 02510 - 5 of 22 CITY OF PEARLAND WATER MAINS 2. Remove rejected pipe and fittings from site of work and replace with sound pipe. 3. Pipe and fittings will be rejected because of any of the following` a. Cracks in pipe or fittings. b. Damaged or cracked ends. c. Damaged gaskets or gasket grooves. d. Less than minimum wall thickness. e. Defects and deformations. B. Cleaning: 1. Clean interior of pipe and fittings of foreign matter before laying. 2. Keep interiors and ends clean during installation. 3. Keep joint contact surfaces clean during installation. 4. Take precautions to prevent foreign material from entering pipe during installation. 5. Do not place rubbish, tools, rags, or other materials in pipe. 6. Whenever pipe laying is stopped, place plugs in uncompleted ends of pipe. C. Installation: 1. Install pipe, couplings, and fittings in accordance with pipe manufacturer's recommendations. Conform to applicable installation specifications for types of pipes use. 2. Install gaskets and lubricants as recommended by manufacturer. 3. Full length of each barrel of pipe shall rest solidly on pipe bed with recesses excavated to accommodate bells and joints. 4. Take up and relay pipe that has grade or joint disturbed. 5. Do not joint pipe with water in trench. 6. Keep water out of trench until jointing is completed. 7. Do not lay water pipe closer than 10 ft. horizontally from sanitary sewer. 8. Do not locate joints at cross-overs with sanitary sewers closer than 9 ft. from cross -over point. 6/2014 02510 - 6 of 22 CITY OF PEARLAND WATER MAINS 9. Where water lines cross sanitary sewers, construct in accordance with the City of Pearland Engineering Design Criteria Manual for water line or TCEQ standards whichever is more stringentl0. Where pipe ends are left for future connections, install valve and plug or cap end. Forty feet minimum line section required between valve and plug or cap end. 11. Install concrete thrust blocking at bends and tees and at ends of lines to provide adequate reaction backing. 12. Lay not more than 100 feet of pipe in trench ahead of backfilling operations. 13. Dig trench proper width as shown in details. When trench width below top of pipe becomes 4 feet wider than specified, install higher class of pipe or improved bedding, as determined by Engineer. No additional payment will be made for higher class of pipe or improved bedding. 14. Use adequate surveying methods and equipment; employ personnel competent in use of this equipment. Horizontal and vertical deviations from alignment as indicated on Drawings shall not exceed 0.10 feet. Measure and record "as built" horizontal alignment and vertical grade at maximum of every 100 feet on record drawings. 15. Before assembling couplings, lightly coat pipe ends and outside of gaskets per manufacturer's specification. 16. Prevent damage to coating when placing backfill. Use backfill material free of large rocks or stones, or other material which could damage coatings. D. Setting Valves, Valve Boxes and Fire Hydrants: 1. Set plumb. 2. Center valve boxes on valves. 3. Where feasible, locate valves outside area of roads and streets. 4. Carefully tamp back fill around each valve box to distance of 4 ft. on all sides or to undisturbed trench face if less than 4 ft. 5. Set hydrants at elevation so that connecting pipe will not have less cover than mains. 6. Set hydrants on concrete pad. 7. Depth of bury of hydrant is defined as distance from bottom of inlet pipe to ground line. 6/2014 02510 - 7 of 22 CITY OF PEARLAND WATER MAINS 8. Place concrete thrust block back of hydrant opposite pipe connections set against vertical face of trench to prevent from blowing off line. 9. Use 5/8 in. stock stainless steel bridle rods and rod collars. 10. Place not less than 5 cu. ft. of broken stone around base of hydrant to ensure drainage. 11. Compact backfill to grade in accordance with specification section 02318 — Excavation and Backfill for Utilities 12. Tighten stuffing boxes. 13. Test hydrant and valve in opened and closed position to ensure that parts are in working condition. E. Joints and Jointing: 1. Rubber Gasketed Bell -and -Spigot Joints for PVC, Steel, and Ductile Iron Pipe: 2. a. After rubber gasket is placed in spigot groove of pipe, equalize rubber gasket cross section by inserting tool or bar recommended by manufacturer under rubber gasket and moving it around periphery of pipe spigot. b. Lubricate gaskets per manufacturer's specification. c. Fit pipe units together in manner to avoid twisting or otherwise displacing or damaging rubber gasket. d. After pipe sections are joined, check gaskets to ensure that no displacement of gasket has occuT•ed. If displacement has occurred, remove pipe section and remake joint as for new pipe. Remove old gasket, inspect for damage and replace if necessary before remaking joint. e. Where preventing movement of 16-inch diameter or greater pipe is necessary due to thrust, use restrained joints as shown on Drawings. 1) Include buoyancy conditions for soil unit weight when computing thrust restraint calculations. 2) Do not include passive resistance of soil in thrust restraint calculations. f. Except for PVC pipe, provide means to prevent full engagement of spigot into bell as shown on Drawings. Means may consist of wedges or other types of stops as approved by Engineer. 6/2014 02510 - 8 of 22 CITY OF PEARLAND WATER MAINS 2. Flanged Joints where required on Ductile Iron Pipe, or Steel Pipe: a. AWWA C 207. Prior to installation of bolts, accurately center and align flanged joints to prevent mechanical prestressing of flanges, pipe and equipment. Align bolt holes to straddle vertical, horizontal or north -south center line. Do not exceed 3/64 inch per foot inclination of flange face from true alignment. b. Use full -face gaskets for flanged joints. Provide 1/8-inch-thick cloth inserted rubber gasket material. Cut gaskets at factory to proper dimensions. c. Use stainless steelnuts and bolts to match flange material. Use stainless steelnuts and bolts underground. Tighten bolts progressively to prevent unbalanced stress. Maintain at all times approximately same distance between two flanges at points around flanges. Tighten bolts alternately (180° apart) until all are evenly tight. Draw bolts tight to ensure proper seating of gaskets. d. Full length bolt isolating sleeves and washers shall be used with flanged connections. e. For in -line flange joints 30 inches in diameter and greater and at butterfly valve flanges, provide Pyrox G-10 with nitrite seal, conforming to ANSI A 21.11 mechanical joint gaskets. For in -line flange joints sized between 12 inches in diameter and greater and 24 inches in diameter and smaller, provide Phenolic PSI with nitrite seal gasket conforming to ANSI A 21.11 mechanical joint gaskets. 3. Welded Joints (Steel Pipe): a. Prior to starting work, provide certification of qualification for welders employed on project for type of work procedures and positions involved. b. Joints: AWWA C 206. Full -fillet, single lap -welded slip -type either inside or outside, or double butt -welded type; use automatic or hand welders; completely penetrate deposited metal with base metal; use filler metal compatible with base metal; keep inside of fittings and joints free from globules of weld metal which would restrict flow or become loose. Do not use mitered joints. For interior welded joints, complete backfilling before welding. For exterior field -welded joints, provide adequate working room under and beside pipe. Use exterior welds for 30-inch and smaller. 6/2014 02510 - 9 of 22 CITY OF PEARLAND WATER MAINS c. Furnish welded joints with trimmed spigots and interior welds for 36- inch and larger pipe. d. Bell -and -spigot, lap -welded slip joints: Deflection may be taken at joint by pulling joint up to 3/4 inch as long as 1 '/ inch minimum lap is maintained. Spigot end may be miter cut to take deflections up to 5 degrees as long as joint tolerances are maintained. Miter end cuts of both ends of butt -welded joints may be used for joint deflections of up to 5 degrees. e. Align piping and equipment so that no part is offset more than 1/8 inch. Set fittings and joints square and true, and preserve alignment during welding operation. For butt welded joints, align abutting ends to minimize offset between surfaces. For pipe of same nominal wall thickness, do not exceed 1/16 inch offset. Use line-up clamps for this purpose; however, take care to avoid damage to linings and coatings. f. Protect epoxy or cement lining during welding by draping an 18-inch wide strip of heat resistant material over top half of pipe on each side of lining holdback to avoid damage to lining by hot splatter. Protect tape coating similarly if external welding is required. g. Welding rods: Compatible with metal to be welded to obtain strongest bond, E-7018. Root or "Stringer" pass shall be performed with 6011 rods and Filler and Cap shall be done using 7018 rods. h. Deposit metal in successive layers to provide at least 2 passes or beads for automatic welding and 3 passes or beads for manual welding in completed weld. i. Deposit no more than 1/4 inch of metal on each pass. Thoroughly clean each individual pass with wire brush or hammer to remove dirt, slag or flux. j• Do not weld under weather condition that would impair strength of weld, such as wet surface, rain or snow, dust or high winds, unless work is properly protected. k. Make tack weld of same material and by same procedure as completed weld. Otherwise, remove tack welds during welding operation. 1. Remove dirt, scale, and other foreign matter from inside piping before tying in sections, fittings, or valves. m. Welded Joints for Large Diameter Water Lines: 6/2014 02510 - 10 of 22 CITY OF PEARLAND WATER MAINS 1) Furnish pipe with trimmed spigots and interior welds for 36 inch and larger pipe. 2) Use exterior welds for 30 inch and smaller. 3) Only one end may be miter cut. Miter end cuts of both ends of butt -welded joints may be used for joint deflections of up to 2 IA degrees. 4) For large diameter water lines, employ an independent certified testing laboratory, approved by Engineer, to perform weld acceptance tests on welded joints. Include cost of such testing and associated work to accommodate testing in contract unit price bid for water line. Furnish copies of test reports to Engineer for review. Engineer has final decision as to suitability of welds tested. A) Weld acceptance criteria: i) Cracking. ii) Lack of fusion/penetration. iii) Slag which exceeds one-third (t) where (t) quals material thickness. iv) Porosity/Relevant rounded indications greater than 3/16 inch; rounded indication is one of circular or elliptical shape with length equal to or less than three times its width. v) Relevant linear indications in which length of linear indication exceeds three times its width. vi) Four or more relevant 1/16 inch rounded indications in line separated by 1/16 inch or less edge to edge. n. After pipe is joined and prior to start of welding procedure, make spigot and bell essentially concentric by jacking, shimming or tacking to obtain clearance tolerance around periphery of joint except for deflected joints. o. Furnish each welder employed steel stencil for marking welds, so work of each welder can be identified. Mark pipe with assigned stencil adjacent to weld. When welder leaves job, stencil must be voided and not duplicated. Welder making defective welds must discontinue work and leave project site. Welder may return to project site only after recertification P. Provide cylindrical corrosion barriers for epoxy lined steel pipe 24 inch diameter and smaller, unless minimum wall thickness is 0.5 inches or greater. 6/2014 02510 - 1 1 of 22 CITY OF PEARLAND WATER MAINS 1) In additional to welding requirements contained herein Paragraph 3.06, conform to protection fitting manufacturer's installation recommendations. 2) Provide services of technical representative of manufacturer available on site at beginning of pipe laying operations. Representative to train welders and advise regarding installation and general construction methods. Welders must have 12 months prior experience installing protection fittings. 3) All steel pipe is to have cutback 3/4 inch to no greater than 1 inch of internal diameter coating from weld bevel. 4) Furnish steel fittings with cylindrical corrosion barriers with shop welded extensions to end of fittings. Extension length to measure no less than diameter of pipe. Shop apply lining in accordance with AWWA C210 or AWWA C213. 5) All steel pipe receiving field adjustments are to be cold cut using standard practices and equipment. No cutting using torch is to be allowed. 4. Restrained Joints: a. For existing water lines and water lines less than 16 inches in diameter, restrain pipe joints with concrete thrust blocks. b. Thrust restraint lengths shown on Drawings are minimum anticipated lengths. These lengths are based on deflections indicated for large diameter lines and ductile iron pipe for small diameter lines. Adjustments in deflections or use of other pipe material may result in reduction or increase of thrust lengths. Perform calculations by pipe manufacturer to verify proposed thrust restraint lengths. Submit calculations for all pipe materials sealed by a registered Professional Engineer in State of Texas for review by Engineer. Make adjustments in thrust restraint lengths at no additional cost to City. c. Passive resistance of soil will not be peirnitted in calculation of thrust restraint. d. For 16 inch lines and larger use minimum 16 foot length of pipe in and out of joints made up of beveled pipe where restraint joint lengths are not identified on Drawings. Otherwise, provide restraint joints for a minimum length of 16 feet on each side of beveled joints. e. Installation: 6/2014 02510 - 12 of 22 CITY OF PEARLAND WATER MAINS 1) Install restrained joints mechanism in accordance with manufacturer's recommendations. 2) Examine and clean mechanism; remove direct, debris and other foreign material. 3) Apply gasket and joint NSF 61 FDA per manufacturer's specification. 4) Verify gasket is evenly seated. 5) Do not over stab pipe into mechanism £ Prevent any lateral movement of thrust restraints throughout pressure testing and operation. g. Place 2500 psi concrete conforming to Section 03315 - Concrete for Utility Construction, for blocking at each change in direction of existing water lines, to brace pipe against undisturbed trench walls. Finish placement of concrete blocking, made from Type I cement, 4 days prior to hydrostatic testing of pipeline. Test may be made 2 days after completion of blocking if Type II cement is used. 5. Joint Grout (Steel Pipe): a. Mix cement grout mixture by machine except when less than 1/2 cubic yard is required. When less than 1/2 cubic yard is required, grout may be hand mixed. Mix grout only in quantities for irnrnediate use. Place grout within 20 minutes of mixing. Discard grout that has set. Retempering of grout by any means is not perrnitted. b. Prepare grout in small batches to prevent stiffening before it is used. Do not use grout which has become so stiff that proper placement cannot be assured without retempering. Use grout for filling grooves of such consistency that it will adhere to ends of pipe. c. Surface Preparation: Remove defective concrete, laitance, dirt, oil, grease and other foreign material from concrete surfaces with wire brush or hammer to sound, clean surface. Remove rust and foreign materials from metal surfaces in contact with grout. 6/2014 02510 - 13 of 22 CITY OF PEARLAND WATER MAINS d. Follow established procedures for hot and cold weather concrete placement. e. Complete joint grout operations and backfilling of pipe trenches as closely as practical to pipe laying operations. Allow grouted exterior joints to cure at least 1 hour before compacting backfill. f. Grouting exterior joint space: Hold wrapper in place on both sides of joint with minimum 5/8-inch-wide steel straps or bands. Place no additional bedding or backfill material on either side of pipe until after grout band is filled and grout has mechanically stiffened. Pull ends of wrapper together at top of pipe to foil," access hole. Pour grout down one side of pipe until it rises on other side. Rod or puddle grout to ensure complete filling of joint recess. Agitate for 15 minutes to allow excess water to seep through joint band. When necessary, add more grout to fill joint completely. Protect gap at top of joint band from backfill by allowing grout to stiffen or by covering with structurally protective material. Do not remove band from joint. Proceed with placement of additional bedding and backfill material. g. Interior Joints for Pipe 24 inches and Smaller: Circumferentially butter bell with grout prior to insertion of spigot, strike off flush surplus grout inside pipe by pulling filled burlap bag or inflated ball through pipe with rope. After joint is engaged, finish off joint grout smooth and clean. Use swab approved by Project Manager for 20-inch pipe and smaller. h. Protect exposed interior surfaces of steel joint bands by metallizing, by other approved coatings, or by pointing with grout. Joint pointing may be omitted on potable water pipelines if joint bands are protected by zinc metalizing or other approved protective coatings. i. Remove and replace improperly cured or otherwise defective grout. j. Strike off grout on interior joints and make smooth with inside diameter of pipe. k. When installed in tunnel or encasement pipe and clearance within casing does not permit outside grout to be placed in normal manner, apply approved flexible sealer, such as Flex Protex or equal, to outside joint prior to joint engagement. Clean and prime surfaces receiving sealer in accordance with manufacturer's recommendations. Apply sufficient quantities of sealer to assure complete protection of steel in 6/2014 02510 - 14 of 22 CITY OF PEARLAND WATER MAINS joint area. Fill interior of joint with grout in normal manner after joint closure. 1. Interior Joints for Water Lines 30 inches and Larger: Clean joint space, wet joint surfaces, fill with stiff grout and trowel smooth and flush with inside surfaces of pipe using steel trowel so that surface is smooth. Accomplish grouting at end of each work day. Obtain written acceptance from Project Engineer of inside joints before proceeding with next day's pipe laying operation. During inspection, insure no delamination of joint mortar has occurred by striking joint mortar lining with rubber mallet. Remove and replace delaminated mortar lining. m. Work which requires heavy equipment to be over water line must be completed before mortar is applied to interior joints. n. Do not apply grout to joints that are out of tolerance until acceptable repairs are made. 6. Large Diameter Water Main Joint Testing: In addition to testing individual joints with feeler gauge approximately 1/2 inch wide and 0.015-inch thick, use other joint testing procedure approved or recommended by pipe manufacturer which will help ensure watertight installation prior to backfilling. Perform tests at no additional cost to City. 7. Make curves and bends by deflecting joints or other method as recommended by manufacturer and approved by the Engineer. Submit details of other methods of providing curves and bends which exceed manufacturer's recommended deflection prior to installation. a. Deflection of pipe joints shall not exceed maximum deflection recommended by pipe manufacturer, unless otherwise indicated on Drawings. b. If deflection exceeds that specified but is less than 5 percent, repair entire deflected pipe section such that maximum deflection allowed is not exceeded. c. If deflection is equal to or exceeds 5 percent from that specified, remove entire portion of deflected pipe section and install new pipe. d. Replace, repair, or reapply coatings and linings as required. e. Assessment of deflection may be measured by the Engineer at location along pipe. Arithmetical averages of deflection or similar average measurement methods will not be deemed as meeting intent of standard. 6/2014 02510 - 15 of 22 CITY OF PEARLAND WATER MAINS f. When rubber gasketed pipe is laid on curve, join pipe in straight alignment and then deflect to curved alignment. 8. Closures Sections and Approved Field Modifications to Steel Pipe and Fittings: a. Apply welded -wire fabric reinforcement to interior and exterior of exposed interior and exterior surfaces greater than 6 inches in diameter. Welded -wire fabric: minimum W1; maximum spacing 2 inches by 4 inches; 3/8 inch from surface of steel plate or middle third of lining or coating thickness for mortar thickness less than 3/4 inch. b. Fill exposed interior and exterior surfaces with nonshrink grout. c. For pipe diameters 36 inches and greater, perfoiin field welds on interior and exterior of pipe. d. For large diameter water lines, provide minimum overlap of 4 inches of butt strap over adjacent piece on butt -strap closures. F. Cathodic Protection Appurtenances: 1. Where identified on Drawings, modify pipe for cathodic protection as detailed on Drawings and specified. Unless otherwise noted, provide insulation kits including test stations at connections to existing water system or at locations to isolate one type of cathodic system from another type, between water line, access manhole piping and other major openings in water line, or as shown on Drawings. 2. Bond joints for pipe installed in tunnel or open cut, except where insulating flanges are provided. Weld strap or clip between bell and spigot of each joint or as shown on Drawings. No additional bonding required where joints are welded for thrust restraint. Repair coatings as specified by appropriate AWWA standard, as recommended by manufacturer, and as approved by the Engineer 3. Bonding Strap or Clip: Free of foreign material that may increase contact resistance between wire and strap or clip. 6/2014 02510 - 16 of 22 CITY OF PEARLAND WATER MAINS G. Anchorage of Fittings: 1. Anchor tees, elbows and plugs in water mains with concrete thrust blocks. 2. Place blocks so that joints will be accessible for inspection and repair. H. Handling: 1. Place pipe along project site where storm water or other water will not enter or pass through pipe. 2. Load, transport, unload, and otherwise handle pipe and fittings to prevent damage of any kind. Handle and transport pipe with equipment designed, constructed and arranged to prevent damage to pipe, lining and coating. Do not permit bare chains, hooks, metal bars, or narrow skids or cradles to come in contact with coatings. Where required, provide pipe fittings with sufficient interior strutting or cross bracing to prevent deflection under their own weight. 3. Hoist pipe from trench side into trench by means of sling of smooth steel cable, canvas, leather, nylon or similar material. 4. For large diameter water lines, handle pipe only by means of sling of canvas, leather, nylon, or similar material. Sling shall be minimum 36 inches in width. Do not tear or wrinkle tape layers. 5. Use precautions to prevent injury to pipe, protective linings and coatings. a. Package stacked pipe on timbers. Place protective pads under banding straps at time of packaging. b. Pad fork trucks with carpet or other suitable material. Use nylon straps around pipe for lift when relocating pipe with crane or backhoe. c. Do not lift pipe using hooks at each end of pipe. d. Do not place debris, tools, clothing, or other materials on pipe. 6. Repair damage to pipe or protective lining and coating before final acceptance. 7. For cement mortar line and coated steel pipe, permit no visible cracks longer than 6 inches, measured within 15 degrees of line parallel to pipe longitudinal axis of finished pipe, except: a. In surface laitance of centrifugally cast concrete. b. In sections of pipe with steel reinforcing collars or wrappers. c. Within 12 inches of pipe ends. 6/2014 02510 - 17 of 22 CITY OF PEARLAND WATER MAINS 8. Reject pipe with visible cracks (not meeting exceptions) and remove from project site. Cleaning: Thoroughly clean and dry interior of pipe and fittings of foreign matter before installation, and keep interior clean until Work has been accepted. Keep joint contact surfaces clean until jointing is completed. Do not place debris, tools, clothing or other materials in pipe. After pipe laying and joining operations are completed, clean inside of pipe and remove debris. J. Inspection: Before installation, inspect each pipe and fitting for defects. Reject defective, damaged or unsound pipe and fittings and remove them from site. 3.04 WET CONNECTIONS A. Definitions: 1. Wet connections consist of isolating sections of pipe to be connected with installed valves, draining the isolated sections, and completing the connections. 2. Connection of 2 inch or smaller lines, which may be referred to on Plans as "2 inch standard connections" or "gooseneck connections" will be measured as 2" wet connections. This item is not to be used as any part of a 2-inch service line. B. Materials: 1. Corporation stops and saddles shall conform to requirements of Section 02515- Water Tap and Service Line Installation. 2. Valves shall conform to requirements of Section 02541 — Fire Hydrant Assembly. 3. Brass fittings shall conform to requirements of AWWA C800. C. Execution: 1. Plan wet connections in such manner and at such hours as to least inconvenience public. Notify Public Works Department at least 48 hours in advance of making connections. 2. DO NOT OPERATE VALVES ON MAINS IN USE BY OWNER. Owner will handle, at no cost to Contractor, all operations involving opening and closing valves for wet connections. 3. Conduct connection operations when Inspector is at job site. Connection work shall progress without interruption until complete, once existing mains have been cut or plugs have been removed for making connections. 6/2014 02510 - 18 of 22 CITY OF PEARLAND WATER MAINS D. 2-Inch Wet Connections: 1. Tap water main. Provide and install corporation stops, saddles, as required for line and grade adjustment; and brass fittings necessary to adapt to existing main. Provide one Corporation Stop at main line and one Curb Stop at meter. The service line between Curb Stop and Corporation Stop shall be CTS Polyethylene, SDR-9. 3.05 CUT, PLUG AND ABANDONMENT OF MAINS A. Materials: 1 Concrete for thrust blocks: Class B conforming to requirements of Section 03305. 2. Plugs and clamps shall be suitable for type of pipe to be plugged. B. Execution: Do not begin cut, plug and abandonment operations until replacement main has been constructed, disinfected, and tested, and all service lines have been transferred to replacement main. 2. Install plug, clamp, and concrete thrust block and make cut at location shown on Plans. 3. Main to be abandoned shall not be valved off and shall not be cut or plugged other than at supply main or as shown on Plans. 4. After main to be abandoned has been cut and plugged, check for other sources feeding abandoned main. If sources are found, notify Engineer immediately. Cut and plug abandoned main at point of other feed as directed by Engineer. 5. Plug or cap all ends or openings in abandoned main in an acceptable manner approved by Engineer. 6. Remove and dispose of all surface identifications such as valve boxes and fire hydrants. Valve boxes in improved streets, other than shell, maybe poured full of concrete after removing cap. 7. Backfill all excavations in accordance with Section 02318 — Excavation and Backfill for Utilities. 8. Repair all street surfaces in accordance with Section 02980 — Pavement Repair. 6/2014 02510 - 19 of 22 CITY OF PEARLAND WATER MAINS 3.06 HYDROSTATIC TESTING A. Hydrostatically test all new water pipelines for liquids before connecting to water distribution system. B. Pipelines shall be tested in lengths between valves, or plugs, of not more than 1,500 feet unless greater length is approved by Engineer. C. Conduct hydrostatic tests in presence of Engineer. D. Preparation: 1. Disinfect water system pipelines prior to hydrostatic testing. E. Test Procedures: 1. Furnish, install, and operate connections, pump, meter and gages necessary for hydrostatic testing. 2. Allow pipeline to sit minimum of 24 hours from time it is initially disinfected until testing begins, to allow pipe wall or lining material to absorb water. Contractor should be aware that periods of up to 7 days may be required for mortar lining to become saturated. 3. Expel all air and apply a minimum test pressure of 125 psi or 150 psi as directed by Engineer. 4. Maintain test pressure for 8 hours. If a large quantity of water is required to maintain pressure during test, testing shall be discontinued until cause of water loss is identified and corrected. F. Allowable Leakage for Water Mains: 1. During hydrostatic tests, no leakage will be allowed for sections of water mains consisting of welded joints. 2. Maximum allowable leakage for water mains with rubber gasketed joints: 11.65 gallons per inch nominal diameter per mile of pipe per 24 hours while testing at the required pressure. G. Correction for Failed Tests: 1. Repair all joints showing visible leaks on surface regardless of total leakage shown on test. Check all valves and fittings to ensure that no leakage occurs that could affect or invalidate test. Remove any cracked or defective pipes, fittings and valves discovered during pressure test and replace with new items. 2. Repeat test until satisfactory results are obtained. 6/2014 02510 - 20 of 22 CITY OF PEARLAND WATER MAINS 3.07 DISINFECTION A. All waterlines constructed shall be promptly disinfected before any tests are conducted on waterlines and before waterlines are connected to water distribution system. B. Water for disinfection and flushing will be furnished without charge to Contractor. C. Preparation: 1. Furnish all required temporary blind flanges, cast-iron sleeves, plugs, and other items needed to facilitate disinfection of new mains prior to connecting them to water distribution system. Norrnally, each valved section of waterline requires two each 3/4-inch taps. A 2-inch minimum blow -off is required for waterlines up to and including 6-inch diameter. 2. .Fire hydrants shall be used as blow -offs to flush newly constructed waterlines 8-inch diameter and above. Where fire hydrants are not available on waterlines, locations and designs for blow -offs shall be as indicated on Plans. Install temporary blow -off valves and remove promptly upon successful completion of disinfection and testing. Abandon by turning off corp and using a stainless steel cap. 3. Slowly fill each section of pipe with water in a manner approved by Engineer. Average water velocity when filling pipeline should be less than 1 fps and shall not, under any circumstance, exceed 2 fps. Before beginning disinfection operations, expel all air from pipeline. 4. All excavations made shall be bacllled immediately after installation of risers or blow -offs. 5. Install blow -off valves at end of main to facilitate flushing at all dead-end water mains. Install permanent blow -off valves/auto flusher per drawing Ll D. Disinfection: 1. Use not less than 100 parts of chlorine per million parts of water. Introduce chlorinating material to water lines in accordance with AWWA C651. After contact period of not less than 24 hours, flush system with clean water until residual chlorine is no greater than 1.0 parts per million parts of water. Open and close valves in lines being sterilized several times during contact period. If super -chlorinated water (i.e. chlorine concentration above 4mg/1) is used for cleaning water main disinfection and flushing, the water must be dechlorinated prior to discharge. The water discharged into the stormsewer system or natural waterway must meet the Clean Water Act (33 USC § 1251 et seq.) and any subsequent amendments thereof. 2. If a chemical compound is used for a sterilizing agent, it shall be placed in pipes as directed by Engineer. 6/2014 02510 - 21 of 22 CITY OF PEARLAND WATER MAINS E. Bacteriological Testing: 1. After disinfection and flushing of waterlines, bacteriological tests will be performed by Owner or testing laboratory in accordance with Section 01450 — Testing Laboratory Services. If test results indicate need for additional disinfection of waterlines based upon Texas Department of Health and TCEQ requirements, Contractor shall perform additional disinfection operations at no additional cost to the Owner. E. Completion: 1. Upon completion of disinfection and testing, remove risers except those approved for use in subsequent hydrostatic testing, and backfill excavation promptly. END OF SECTION 6/2014 02510 - 22 of 22 CITY OF PEARLAND POLYETHYLENE WRAP Section 02512 POLYETHYLENE WRAP 1.0 GENERAL 1.01 SECTION NCLUDES A Polyethylene wrap for cast and ductile iron pipe to be used only in open -cut construction when cathodic protection system is not required by Plans. B References to Technical Specifications: 1. Section 01350 — Submittals C Referenced Standards: 1. American Water Works Association (AWWA) a. AWWA C105 American National Standard for Polyethylene Encasement for Ductile -Iron Pipe Systems 2. American Society of Testing and Materials (ASTM) a. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for polyethylene wrap. Include cost of polyethylene wrap in unit price for items wrapped. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's product data for proposed film and tape for approval. 2.0 PRODUCTS 2.01 MATERIALS A Polyethylene Film: Tubular or sheet form without tears, breaks, holidays or defects; conforming with requirements of AWWA C105, 2.5 to 3 percent carbon black content, either low- or high -density: 1. Low -density polyethylene film. Low -density polyethylene film shall be manufactured of virgin polyethylene material conforming to the following requirements of ASTM D 1248. a. Raw material. 1) Type : I 2) Class: C (black) 3) Grade: E-5 07/2006 02512 - 1 of 4 CITY OF PEARLAND POLYETHYLENE WRAP 4) Flow rate (formerly melt index): 0.4 g/10 minute, maximum 5) Dielectric strength: Volume resistivity, 1015 ohm -cm, minimum b. Physical properties. 1) Tensile strength: 1200 psi, minimum 2) Elongation: 300 percent, minimum 3) Dielectric strength: 800 V/mil thickness, minimum c. Thickness: Low -density polyethylene film shall have a nominal thickness of 0.008 inch. The minus tolerance on thickness is 10 percent of the nominal thickness. 2. High -density, cross -laminated polyethylene film: High -density, cross laminated polyethylene film shall be manufactured of virgin polyethylene material conforming to the following requirements of ASTM D 1248 a. Raw material. 1) Type: ill 2) Class: C (black) 3) Grade: P33 4) Flow rate (formerly melt index): 0.4 to 0.5g/10 minute, maximum 5) Dielectric strength: Volume resistivity, 1015 ohm -cm, minimum b. Physical properties. 1) Tensile strength: 5000 psi, minimum 2) Elongation: 100 percent, minimum 3) Dielectric strength: 800 V/mil thickness, minimum c. Thickness: Film shall have a nominal thickness of 0.004 inch. The minus tolerance of thickness is 10 percent of the nominal thickness. B Polyethylene Tape: Provide 3-inch wide, plastic -backed, adhesive tape; Polyken No. 900, Scotchwrap No. 50, or equal. 3.0 EXECUTION 3.01 INSTALLATION A Preparation: 1. Remove all lumps of clay, mud, cinders, etc., on pipe surface prior to installation of polyethylene encasement. Prevent soil or embedment material from becoming trapped between pipe and polyethylene. 2. Fit polyethylene film to contour of pipe to affect a snug fit, but not tight; encase with minimum space between polyethylene and pipe. Provide sufficient slack in contouring to prevent stretching polyethylene where it bridges irregular surfaces, such as bell -spigot interfaces, bolted joints or fittings, and to prevent damage to polyethylene due to backfilling operations. Secure overlaps and ends with adhesive tape to hold polyethylene encasement in place until backfilling operations are complete. 07/2006 02512 - 2 of 4 CITY OF PEARLAND POLYETHYLENE WRAP 3. For installations below water table and/or in areas subject to tidal actions, seal both ends of polyethylene tube with adhesive tape at joint overlap. B Tubular Type (Method A): 1. Cut polyethylene tube to length approximately 2 feet longer than pipe section. Slip tube around pipe, centering it to provide 1-foot overlap on each adjacent pipe section, and bunching it accordion -fashion lengthwise until it clears pipe ends. 2. Lower pipe into trench and make up pipe joint with preceding section of pipe. Make shallow bell hole at joints to facilitate installation of polyethylene tube. 3. After assembling pipe joint, make overlap of polyethylene tube. Pull bunched polyethylene from preceding length of pipe, slip it over end of new length of pipe, and secure in place. Then slip end of polyethylene from new pipe section over end of first wrap until it overlaps joint at end of preceding length of pipe. Secure overlap in place. Take up slack width at top of pipe to make a snug, but not tight, fit along barrel of pipe, securing fold at quarter points. 4. Repair cuts, tears, punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner. C Tubular Type (Method B): 1. Cut polyethylene tube to length approximately 1 foot shorter than pipe section. Slip tube around pipe, centering it to provide 6 inches of bare pipe at each end. Take up slack width at top of pipe to make a snug, but not tight, fit along barrel of pipe, securing fold at quarter points; secure ends. 2. Before making up joint, slip 3-foot length of polyethylene tube over end of preceding pipe section, bunching it accordion -fashion lengthwise. After completing joint, pull 3-foot length of polyethylene over joint, overlapping polyethylene previously installed on each adjacent section of pipe by at least 1 foot; make each end snug and secure. 3. Repair cuts, tears, punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner. D Sheet Type: 1. Cut polyethylene sheet to a length approximately 2 feet longer than pipe section. Center length to provide 1-foot overlap on each adjacent pipe section, bunching it until it clears pipe ends. Wrap polyethylene around pipe so that it circumferentially overlaps top quadrant of pipe. Secure cut edge of polyethylene sheet at intervals of approximately 3 feet. 2. Lower wrapped pipe into trench and make up pipe joint with preceding section of pipe. Make shallow bell hole at joints to facilitate installation of polyethylene. After completing joint, make overlap and secure ends. 3. Repair cuts, tears, punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner. E Pipe -shaped Appurtenances: Cover bends, reducers, offsets, and other pipe -shaped appurtenances with polyethylene in same manner as pipe. 07/2006 02512 - 3 of 4 CITY OF PEARLAND POLYETHYLENE WRAP F Odd -shaped Appurtenances: When it is not practical to wrap valves, tees, crosses, and other odd -shaped pieces in tube, wrap with flat sheet or split length of polyethylene tube by passing sheet under appurtenance and bringing it up around body. Make seams by bringing edges together, folding over twice, and taping down. Tape polyethylene securely in place at valve stem and other penetrations. G Repairs: Repair any cuts, tears, punctures, or damage to polyethylene with adhesive tape or with short length of polyethylene sheet or cut open tube, wrapped around pipe to cover damaged area, and secured in place. H Openings in Encasement: Provide openings for branches, service taps, blowoffs, air valves, and similar appurtenances by making an X-shaped cut in polyethylene and temporarily folding back film. After appurtenance is installed, tape slack securely to appurtenance and repair cut, as well as other damaged area in polyethylene, with tape. Service taps may also be made directly through polyethylene, with any resulting damaged areas being repaired as described above. Junctions between Wrapped and Unwrapped Pipe: Where polyethylene -wrapped pipe joins an adjacent pipe that is not wrapped, extend polyethylene wrap to cover adjacent pipe for distance of at least 3 feet. Secure end with circumferential turns of tape. Wrap service lines of dissimilar metals with polyethylene or suitable dielectric tape for minimum clear distance of 3 feet away from cast or ductile iron pipe. END OF SECTION 07/2006 02512 - 4 of 4 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS Section 02513 STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A. New large diameter (24 inches and greater) steel pipe and fittings for water mains and pumping facilities. B. References to Technical Specifications: 1. Section 01350 — Submittals 2. Section 01450 — Testing Laboratory Services 3. Section 02510 — Water Mains C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM A36 - Standard Specification for Structural Steel b. ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot - Dipped - Zinc -Coated Welded and Seamless. c. ASTM A135, Standard Specification for Electric -Resistance -Welded Steel Pipe. d. ASTM A139 - "Standard Specification for Electric -Fusion (ARC) - Welded Steel Pipe (NPS 4 and Over)" e. ASTM A570 - Standard Specification for Steel, Sheet and Strip, Carbon, Hot -Rolled, Structural Quality. f. ASTM A1011 - Standard Specification for Steel, Sheet and Strip, Hot - Rolled, Carbon, Structural, High Strength Low -Alloy, High -Strength Low Alloy with Improved Formability and Ultra -High Strength. g. ASTM A1018 - Standard Specification for Steel, Sheet and Strip, Heavy -Thickness Coils, Hot -Rolled, Carbon, Commerical, Drawing, Structural, High -Strength Low -Alloy, High -Strength Low -Alloy with Improved Formability and Ultra -High Strength. h. ASTM C33 - Standard Specification for Concrete Aggregates. i. ASTM C35 - Standard Specification for Inorganic Aggregates for Use in Gypsum Plaster. j. ASTM C150 - Standard Specification for Portland Cement. k. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete. 1. ASTM C595 - Standard Specification for Blended Hydraulic Cements. m. ASTM C881 - Standard Specification for Epoxy -Resin -Base Bonding Systems for Concrete. 5/2013 02513- 1 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS n. ASTM C1107 - Standard Specification for Packaged Dry, Hydraulic - Cement Grout (Nonshrink). o. ASTM D512 - Standard Test Methods for Chloride Ion in Water. P. ASTM D1293 - Standard Test Methods for pH of Water. q. ASTM D3363 - Standard Test Method for Film Hardness by Pencil Test. r. ASTM D4541 - Standard Test Method for Pull -Off Strength of Coatings Using Portable Adhesion Tests. s. ASTM D4752 - Standard Test Method for Measuring MEK Resistance of Ethyl Silicate (Inorganic) Zinc -Rich Primers by Solvent Rub. 2. American Water Works Association (AWWA) a. AWWA C200 - Steel Water Pipe 6 inches and Larger b. AWWA C205 - Cement -Mortar Protective Lining and Coating for Steel Water Pipe. c. AWWA C206 - Standard for Field Welding of Steel Water Pipe. d. AWWA C207 - Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 inch Through 144 inch e. AWWA C208 Dimensions for Fabricated Steel Water Pipe Fittings; Addendum C 208A. f. AWWA C209 - Cold -Applied Tape Coatings for the Exterior of Special Sections, Connections and Fittings for Steel Water Pipelines. g. AWWA C210 - Liquid Epoxy Coating Systems for the Interior and Exterior of Steel Water Pipelines. h. AWWA C214 - Tape Coating Systems for the Exterior of Steel Water Pipelines. i. AWWA C216 - Heat -Shrinkable Cross -Linked Polyoefin Coatings for the Exterior of Special Sections, Connections and Fittings for Steel Water Pipelines. j. AWWA C602 - Cement -Mortar Lining of Water Pipelines - 4 inch (100 mm) and Larger - In Place. k. AWWA M1 1 - Steel Pipe - A Guide for Design and Installation. 3. American National Standards Institute (ANSI) a. NSF Standard 61 4. National Sanitation Foundation (NFS) 5. Society of Protective Coatings (SSPC) a. SSPC Good Painting Practice, Volume 1. b. SSPC SP 1 - Surface Preparation Specification No. 1 Solvent Cleaning. c. SSPC SP 5 - Joint Surface Preparation Standard White Blast Cleaning. d. SSPC SP 6 - Surface Preparation Specification No. 6 Commercial Blast Cleaning. 5/2013 02513- 2 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS e. SSPC SP 10 - Surface Preparation Specification No. 10 Near -White Blast Cleaning. f. SSPC VIS 1 - Visual Standard for Abrasive Blast Cleaned Steel. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for steel pipe and fittings under this Section. Include cost in Bid Items for water mains. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit Shop Drawings signed and sealed by Professional Engineer registered in State of Texas showing following: 1. Manufacturer's pipe design calculations. 2. Provide lay schedule of pictorial nature indicating alignment and grade, laying dimensions, welding procedures, fabrication, fitting, flange, and special details, with plan view of each pipe segment sketched, detailing pipe invert elevations, horizontal bends, welded joints and other critical features. Indicate station numbers for pipe and fittings corresponding to Drawings. Do not start production of pipe and fittings prior to review and approval by Engineer. Provide final approved lay schedule on CD-ROM in Adobe portable document format (*.PDF). 3. Include hot tapping procedure. 4. Submit certification from manufacturer that design was performed for project in accordance with requirements of this Section. Certification to be signed and sealed by Professional Engineer registered in State of Texas. C. Submit manufacturer's certifications that pipe has been hydrostatically tested at factory in accordance with AWWA C200. D. Submit certification from NACE Certified Coatings Inspector, under supervision of inspector having Level 11I certification for coatings and linings, that steel pipe furnished on project was properly inspected and defective coatings detected properly repaired. E. Submit inspection procedures to be used by manufacturer and for quality control and assurance for materials and welding. Submit at least 30 days prior to repair work, procedures that describe in details shop and field work to be performed. Repair defects 5/2013 02513- 3 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS such as substandard welds, excessive radial offsets (misalignment), pitting, gouges, cracks, etc. F. Submit following for nonshrink grout for special applications: 1. Manufacturer's technical literature including specifications for mixing, placing and curing grout. 2. Results of tests performed by certified independent testing laboratory showing conformance to ASTM C1107, Nonshrink Grout and requirements of this specification. G. Submit proof of certification for welders. Indicate certified procedures and position each welder is qualified to perfoiiir. Ensure welder and welding operator have been certified in accordance with AWWA C206. H. Within 45 calendar days after manufacturing of all pipe, submit affidavit of compliance that materials and work furnished comply with applicable requirements of referenced standards and these specifications. Make available copy of physical and chemical testing reports. I. Within 45 days of manufacturing of all pipe, submit manufacturer's affidavits that coatings and linings comply with applicable requirements of this Section and: 1. Polyurethane coatings were applied in accordance with manufacturer's recommendation and allowed to cure at temperature 5 degrees above dew point. 2. Mortar coatings and linings were applied and allowed to cure at temperature above 32 degrees F. 3. Test Results a. Compressive strength (7 and 28 day) test results for mortar coating. b. Hydrostatic testing, magnetic particle and x-ray weld test reports as required. J. Prior to start of field -applied cement mortar lining operation, submit comprehensive plan which identifies and describes as minimum: 1. Equipment used for batching, weighing, mixing, transporting and placing mortar. 2. Qualifications and specific experience of machine operators. 3. Source and type of cement, pozzolan, sand and admixtures used and certifications from suppliers that materials meet specifications. 4. Mix proportions to be used and slump limits (max. and min.) 5/2013 02513- 4 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 5. A quality control plan which identifies quality control material tests and documented inspections necessary to ensure compliance with specified requirements. K. Submit certification showing calibration within last 12 months for equipment such as scales, measuring devices, and calibration tools used in manufacture of pipe. Each device used in manufacture of pipe is required to have tag recording date of last calibration. Devices are subject to inspection by Engineer. 1.04 QUALITY CONTROL A. Manufacturer to provide permanent quality control department and laboratory facility capable of performing inspections and testing as required by specifications. Material testing, inspection procedures and manufacturing process are subject to inspection by Engineer. Perform manufacturer's tests and inspections required by referenced standards and these specifications, including the following. Correct nonconforming conditions. 1. Steel Plate and Coils: a. Review mill certifications for conformance to requirements of specifications; perform physical and chemical testing of each heat of steel for conformance to applicable ASTM standards. 2. Pipe: a. Inspect thickness, circumference, roundness, strength and size of seam welds (spiral or longitudinal), and squareness of pipe ends to verify compliance with AWW C200. b. Inspect physical dimensions and overall conditions of all joints for compliance with AWWA C200, approved submittals and specifications. c. Hydrostatically test finished pipe section to 75 percent of specified minimum yield strength of steel being used with zero leakage. d. For wall thickness greater than 1/2-inch perform Charpy V-Notch (CVN) Test in accordance with AWWA C200. 3. Linings: a. Inspect unlined pipe for overall condition of inside barrel. Maintain inside barrel free of corrosive products, oil, grease, dirt, chemical and deleterious material. 5/2013 02513- 5 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS b. Inspect lined pipe for physical dimensions and overall condition of lining, visible surface defects, thickness of lining and adhesion to steel surface. c. Review certifications by manufacturers of lining components for conformance to AWWA standards and these specifications. 4. Coatings: a. Measure temperature and dew point of ambient air before applying coatings. b. Inspect physical dimensions and overall condition of coatings. c. Inspect for visible surface defects, thickness, and adhesion of coating to surface and between layers. 5. Final Inspection: a. Before shipment, inspect finished pipe, fittings, specials and accessories for markings, metal, coating thickness, lining thickness (if shop applied), joint dimensions and roundness. b. Inspect for coating placement and defects. Test exterior coating for holidays. c. Inspect linings for thickness, pitting, scarring and adhesion. B. Shop -applied coatings and linings; provide services of independent coating and lining inspection service or testing laboratory with qualified coating inspectors. Perform inspection by NACE trained inspectors under supervision of NACE Level III Certified Coatings Inspector. C. Ensure workmen engaged in manufacturing are qualified and experienced in perfolumance of their specific duties. D. Cast four standard test cylinders each day for each 50-cubic yards of mortar coating or portion thereof for each coating and lining placed in a day. Perform compressive strength test at 28 days. No cylinder test result will be less than 80 percent of specified strength. E. Dented steel cylinders will result in rejection of pipe. F. Make available copy of physical and chemical testing reports for steel cylinders and provide reports at request of Engineer. G. Check physical dimensions of pipe and fittings. Physical dimensions to include at least pipe lengths, pipe I.D., pipe O.D. and bend angles. 5/2013 02513- 6 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS H. Test special sections via non-destructive testing methods in accordance with AWWA C200. Acceptable weld test methods include magnetic particle, liquid penetrant, ultrasonic and radiographic. 1.05 INSPECTION A. Engineer may witness manufacture and fabrication of pipe and appurtenances. Independent testing laboratory under contract to Engineer may perform tests at direction of Engineer to verify compliance with these specifications. Provide assistance to accomplish such testing, including equipment and personnel at no additional cost to City. 2.0 PRODUCTS 2.01 STEEL PIPE A. Furnish pipe by same manufacturer. B. Furnish pipe smaller than 24 inch in accordance with Section 2635 - Steel Pipe and Fittings. C. Fabricate and supply miscellaneous steel pipe and fittings with nominal diameter of 24 inches and larger in accordance with AWWA C200, C207, C208 AND AWWA Ml l except as modified herein. Steel to be minimum of ASTM A36, ASTM A570 Grade 36, ASTM A53 Grade B, ASTM A135 Grade B, ASTM A139 Grade B, ASTM A1011 Grade 36 or ASTM A1018 Grade 36. D. Provide pipe sections in lengths no greater than 40 feet and no less than 10 feet except as required for special fittings or closure sections. E. Provide shop -coated and shop -lined steel pipe with minimum of one coat of shop - applied primer approved for use in potable water transmission on all exposed steel surfaces. Primer for tape -coated steel pipe to be used for field -applied coatings shall have no less than 5 percent solids. Provide primer compatible with coating system and in accordance with coating manufacturer's recommendations. F. Provide closure sections and short sections of steel pipe not less than 4 feet in length unless indicated on Drawings or specifically permitted by Engineer. G. Square flanges with pipe with bolt holes straddling both horizontal and vertical axis. Provide 1/2-inch gap between pipe ends to be coupled with sleeve coupling unless otherwise indicated on Drawings 1. Provide standard ring or hub type flanges, conforming to AWWA C207, Class D. 5/2013 02513- 7 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 2. Apply Densco petroleum -based tape or approved equal to exposed portions of nuts and bolts. H. Pipe Design Conditions: 1. Design: a. Design pipe and fittings to withstand most critical simultaneous application of external loads and internal pressures. b. Base design on minimum of AASHTO HS-20 loading, AREMA E-80 loads and depths of bury as indicated on Drawings. c. Design pipes with Marston's earth loads for transition width trench for all heights of cover. 2. Groundwater Level: Design for most critical ground water level condition. 3. Working pressure = 100 psi. 4. Hydrostatic field test pressure = 150 psi. 5. Maximum pressure due to surge = 150 psi. 6. Minimum pressure due to surge = -10 psi. 7. Modulus of elasticity (E) = 30,000,000 psi. 8. Maximum deflection from specified diameter: Two percent for mortar coating; three percent for flexible coatings and three percent for mortar lining. 9. Design stress due to working pressure to be no greater than 50 percent of minimum yield and stress not to exceed 16,500 psi for mortar coated pipe. 10. Design stress due to maximum hydraulic surge pressure to be no greater than 75 percent of minimum yield, and stress not to exceed 24,750 psi for mortar coated pipe, or 31,500 psi for flexible coated pipe. 11. Modulus of soil reaction (EN) < 1,500 psi. If EN > 1,000 psi, do not use silty sand (SM) for embedment. 12. Unit weight of fill (w) > 120 pcf. 13. Deflection lag factor (D1) = 1.2. 14. Bedding constant (K) = 0.1. 5/2013 02513- 8 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 15. Fully saturated soil conditions: hw = h = depth of cover above top of pipe. 16. Do not allow diameter (D) over thickness (t) ratio to be greater than 230. 17. Provide minimum inside clear diameter for tunnel liners or casing in accordance with Section 02425 LD - Tunnel Excavation and Primary Liner. 18. Exclude structural benefits associated with primary liner in design of pipe in tunnel installations. a. Design pipe and joints to carry loads including overburden and lateral earth pressures, subsurface soil and water loads, grouting, other conditions of service, thrust of jacks, and stresses anticipated during handling and construction loads during installation of pipe. b. Do not use internal removable stiffeners for pipe in tunnel, unless approved by Engineer. c. External welded steel stiffeners will be permitted in design calculations for steel pipe, provided wall thickness is minimum of 1/2 inch. Minimum clearances specified between exterior pipe wall and tunnel liner applies to distance between outside diameter of external welded stiffener and tunnel liner. 19. Nominal Allowable Steel -wall Thickness for Water Lines: a. Provide in accordance with following table for HS-20 live loads and depths of cover of up to 16 feet. b. Net internal diameter (including inside linings) to be no less than net inside diameter listed. c. Contractor to review design for conditions more extreme than those indicated by this specification and design accordingly. d. If, in opinion of Engineer, proposed pipe wall thicknesses appear inadequate for indicated loading conditions, submittal of design calculations will be required for review. e. Pipe wall not to be less than that defined in following table: Net Inside Diameter (Inches) Minimum Wall Thickness (Inches) Flexible Coating Mortar Coating 96 0.484 0.464 90 0.454 0.430 5/2013 02513- 9 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 84 0.423 0.395 78 0.393 0.359 72 0.362 0.320 66 0.333 0.295 60 0.301 0.268 Net Inside Diameter (Inches) Minimum Wall Thickness (Inches) Flexible Coating Mortar Coating 54 0.271 0.250 48 0.235 0.215 42 0.207 0.189 36 0.178 0.163 30 0.149 0.136 24 0.149 0.136 I. Fittings for Water Lines: Fabricate in accordance with AWWA M11, Section 13.3- 13.7 and AWWA C208. 1. Wall Thickness: Equal to or greater than pipe to which fitting is to be welded. 2. Elbows: 2-piece for 0 degrees to 22-1/2 degrees; 3-piece for 23 degrees to 45 degrees; 4-piece for 46 degrees to 67-1/2 degrees; and 5-piece for 68 degrees to 90 degrees, unless otherwise shown on Drawings. 3. Outlets: Reinforced in accordance with AWWA M11, Sections 13.3-13.7, AWWA C200, and AWWA C208. Provide interior lining and exterior coating in accordance with paragraphs on coating and lining and matching pipe to access inlets, service outlets, test inlets, and air -vacuum valve and other outlets, including riser pipes. 4. Radius: Minimum radius of two and one-half times pipe diameter. 5. Butt Straps for Closure Piece: Minimum 12-inch-wide split butt strap; minimum plate thickness equal to thinnest member being joined; fabricated from material equal in chemical and physical properties to thinnest member being joined. Provide minimum lap of 4 inches between member being joined and edge of butt strap, welded on both inside and outside, unless otherwise approved by Engineer. Provide minimum 6-inch welded outlet for inspecting each closure section, unless access manway is within 40 feet of closure section. 6. Joints are to be double -welded and butt or lap joints. Use flanged joints at valves. 7. Provide double -welded lap field joints or full penetration butt -welded joints for tee fitting supported on pier foundation, aboveground piping and field welds 5/2013 02513- 10 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS for risers including vertical portion of crossover piping. Joints: 1. Standard field joint for steel pipe: AWWA C206. Rubber gasket Carnegie shape joint or rolled -groove rubber gasket and 0-ring joint, 66-inch maximum diameter. Joints may be lap -welded slip type in accordance with AWWA C206, except where flanged joints or butt strap joints are required. 2. Provide double -welded butt joints at aerial crossings and where noted on Drawings. 3. Pipe Manufacturer: Minimum of 5 years of successful service with proposed field joint or submit results from joint tests determined by Engineer. Tests which may be required include tensile strength or yield tests of base material and spiral welded sections (API 5L), flattening tests, chemical analysis, impact and hardness tests. Engineer's decision as to acceptability of joint is final. 4. Capable of withstanding jacking forces. 5. Design restrained joints for test pressure or maximum surge pressure as specified, whichever is greater. Only minimum restrained joint lengths for prestressed concrete cylinder pipe are shown on Drawings. 6. Provide full circumferential welds at joints required to be welded. 7. Use wire and flux from same manufacturer throughout entire project. 8. Rubber Gasketed Bell -and -Spigot Joints. a. Bells: Formed by either expansion of pipe end, or by segmental expander which stretches steel past its elastic limit, or by attaching sized weld -on bell rings. Weld -on bell rings shall comply with AWWA Ml1 and AWWA C200, attached with full -thickness fillet welds, and welded inside and out (double welded). Minimum thickness of completed bell ring is equal to or greater than thickness of pipe wall in barrel of pipe between joint ends. b. Spigots: Sized prior to rolling gasket groove. For Carnegie joints, attach with full thickness fillet welds, welded inside and out (double welded). Minimum thickness of joint ring shall be equal to or greater than thickness of pipe wall in barrel of pipe between joint ends. c. Joints shall be interchangeable and match up during installation, even if used out of sequence. 5/2013 02513- I I of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS d. Provide bells and spigots with dimensions and tolerances in accordance with AWWA C200, as modified herein. Difference in diameter between I.D. of bell and O.D. of spigot shall be between 0.00 inch to 0.10 inch as measured with steel circumference tape. Measurement shall be taken at point of full joint engagement, and pipe cylinder shall be within allowable deflection. Clearance between bell and spigots shall be such that, when joint is assembled, water -tightness will be obtained under operating conditions. e. Furnish joint suitable for safe working pressure equal to class of pipe. Joint shall operate satisfactorily with pull-out, tangent of which is not to exceed 0.75inch/D where D is outside diameter of pipe in inches or with pull-out of 3/4 inch. f. Joints shall be self-centered and gasket will be restrained or confined to annular space in such manner that movement of pipe or hydrostatic pressure cannot displace it. Compression of gasket when joint is completed shall provide watertight joints under operating conditions when properly installed. Compression of gasket shall not be dependent upon water pressure in pipe. K. Manufacturer must maintain on site or in plant enough fittings to satisfy the following requirements: Line Diameter Required Bends* 20 and 24 inches Four 45 degree bends per 5,000 LF of water line > 24 inches Four 22.5 degree bends per 10,000 LF of water line *Based on total length of contract (minimum of four). Any combination of bends may be substituted at manufacturer's option (i.e. two 22.5 degree bends are equivalent to one 45 degree bend) and will be counted as one fitting. L. Manufacturer must be capable of delivering bends to job site within 12 hours of notification. Use fittings at direction of Engineer where unforeseen obstacles are encountered during construction. These fittings are in addition to fittings called out on Drawings and must be available at all times. Use same product throughout entire project. M. Hydrostatic Test of Pipe: 1. AWWA C200, Section 5.2, at point of manufacture. Hold test for minimum 2 minutes and conduct thorough inspection of pipe. Repair or reject pipe revealing leaks or cracks. 2. Calibrate pressure gauges within one year prior to testing as specified in Section 1.04 L. 5/2013 02513- 12 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS N. Provide forged steel threaded outlets of approved design where required for use in passing hose or lead wires into pipe. Tap plugs with standard pipe threads and weld to pipe in approved manner and use solid forged steel plugs for closure. O. Flanges: 1. Fabricate flanges with oversize bolt holes, with flanges drilled in pairs, to accommodate insulating sleeves. 2. Test, coat, line and ship each shop -assembled insulated flange assembly to field as fitting. Use no less than two snug -fitting alignment pins to assist in aligning flanges during assembly. Do not remove pins until bolts have been installed in all remaining holes and have been drawn up tight. After insulating joints have been assembled, subject each assembly (fitting) to shop hydrostatic test pressure of 150 psi and electrically test to ensure that insulated sections are effective. After assembly has been tested, coat insulating joint and adjacent steel pipe as specified for below -ground installation. Line assembly as specified for interior surfaces and in accordance with details shown on Drawings. P. Dished Head Plugs: Design dished head plugs (test plugs) to withstand field hydrostatic test pressure from either side of plug. Design stress due to hydrostatic pressure to be no greater than 50 percent of minimum yield. Pipe on opposite side of hydrostatic test may or may not contain water. Manufacturer of the steel pipe to hydrostatically test plug at factory. Q. Make curves and bends by deflecting joints, or by using beveled joints, or by combination of two methods, unless otherwise indicated on Drawings or permitted by Engineer. Do not exceed deflection angle at joint as recommended by pipe manufacturer. Make penetration of spigot into bell at all points of circumference at least equal to minimum required penetration shown on Drawings. Beveled pipe sections used in curved alignment to be of standard length except when shorter sections are required to limit radius of curvature, in which case all sections throughout curve are to be of equal length. Do not allow bevel to exceed 5 degrees. 2.02 INTERNAL LINING SYSTEMS FOR STEEL PIPE, ALL INSTALLATIONS A. Supply steel pipe with either epoxy lining or cement -mortar lining, capable of conveying water at temperatures not greater than 140 degrees F. Provide linings conforming to American National Standards Institute/National Sanitation Foundation (ANSI/NFS) Standard 61, and certification to be from organization accredited by ANSI. Unless otherwise noted, coat all exposed (wetted) steel parts of flanges, blind flanges, bolts, access manhole covers, with epoxy lining, as specified. B. Epoxy Lining: 5/2013 02513- 13 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 1. AWWA C210, color White, or approved equal for shop and field joint applied, except as modified in this Section. Provide materials from same manufacturer. a. Protect interior surface with approved liquid two-part chemically cured epoxy primer specified for interior surfaces Surface Preparation SSPC-SP5 White Blast Clean 2.0 to 3.0 mils surface profile. Prime Coat 4.0 to 6.0 mils DFT NSF Certified Epoxy - Buff, or approved equal Inteiuiediate Coat 4.0 to 6.0 mils DFT NSF Certified Epoxy - Buff, or approved equal Finish Coat 4.0 to 6.0 mils DFT 1 NSF Certified Epoxy - White, or approved equal 2. Total allowable dry film thickness for system: a. Minimum: 12.0 mils. b. Maximum: 18.0 mils. 3. Provide dry film thicknesses for approved alternate products in accordance with product's manufacturer recommendations. 4. Lining system may consist of three or more coats of same approved alternate epoxy lining without use of separate primer. 5. Perform adhesion test on pipe 48 inches in diameter and larger in accordance with ASTM D4541. Minimum field adhesion: 700 psi. Perform test on pipe for project at frequency of one for every 1000 square feet of epoxy lining. Perform cure test in accordance with ASTM D4752 (solvent rub test) and ASTM D3363 (pencil hardness) for each section of pipe. Repair tested areas with approved procedures. C. Shop -applied Cement -mortar Lining: 1. AWWA C205; except as specified herein: 1/2-inch minimum thickness for pipe diameters 42 inches and larger; 3/8-inch minimum thickness for pipe diameters 36 inches and smaller. Cut back lining from joint ends no more than 2 inches to facilitate joining and welding of pipe. 2. Apply cement -mortar lining to inside of pipe by centrifugally spinning. For special sections (shape of which precludes application by spinning method) accomplish by mechanical placement or pneumatic placement and finish to produce smooth, dense surface comparable to centrifugally spinning. 5/2013 02513- 14 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 3. Use galvanized wire mesh when shop -applied mortar is not applied by machine. Do not extend wire mesh across welded portion of mitered fittings. Crimp mesh to provide integral "chair" so wire does not fully rest against steel cylinder. 4. Make repairs of cement -mortar lining for widths exceeding 6 inches by bonding to steel and adjacent faces of lining with bonding agent conforming to ASTM C881, Type 11. 5. Restrict usage of sprinkler heads during moist curing to prevent over spraying onto lining. No alternative curing methods are allowed as described in Section 4.4.7.4 of AWWA C205. 6. Satisfy Engineer that above requirements can be accomplished by manufacturer prior to shipment of pipe. D. Field -Applied Cement -Mortar Lining (for pipe > 48 inches in diameter): Provide field - applied internal cement -mortar linings in accordance with AWWA C602, latest edition, except as modified in this Section. 1. Lining: Applied in one -course application of cement -mortar by machine that centrifugally places mortar against wall of pipe and mechanically trowel lining to smooth finish. 2. Steel pipe, fittings, receives cement -mortar lining. 3. Cement -mortar for lining. a. Cement -mortar: Dense, smooth, and of uniform quality and consistency to assure efficient machine operation and uniform cement -mortar lining on pipe wall. b. Water -cement ratio: Kept as low as possible; consistent with proper plasticity for application, allowing slight variations dependent upon temperature, length of haul for mortar, and moisture condition in pipe. c. Mortar: Mixture of one part cement with not less than one or more than 1-1/2 parts of dry screened sand, by volume. After determining mixture, control materials to within plus or minus 2-1/2 percent by weight throughout entire work. d. Comply with following materials for cement -mortar: 1) Provide Type 11low-alkali Portland cement conforming to ASTM C150, or Type IP (MS) Portland-Pozzolan cement 5/2013 02513- 15 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS confoiiiiing to ASTM C595, unless otherwise specified. Conform to low alkali requirements of Table IA of ASTM C150. Type IP (MS) cement to contain no more than 20 percent Pozzolan, to be inter -ground with clinker. 2) Use suitable facilities approved by Engineer when available for handling and weighing bulk cement. Otherwise, deliver cement in original unopened sacks that have been filled by manufacturer. Plainly mark sacks with manufacturer's name or brand, cement type lot number and weight. Discard unused cement. Use unopened bags of cement for each new batch. 3) Material storage: Store cement to permit ready access for inspection and sampling. Protect cement and sand against contamination or moisture. Do not use and remove from site cement delivered with evidence of contamination or otherwise unsuitable. Store admixtures in accordance with manufacturer's directions. 4) Use Portland cement of same brand and type unless otherwise approved by Engineer. 5) Pozzolanic material: AWWA C602, Paragraph 2.2. 6) Sand: AWWA C205, Section 2.3, except gradation of sand to yield fineness modulus of approximately 1.7; having no material coarser than that passing No. 16 sieve. Submit certification for compliance of sand with these specifications at least 10 calendar days before start of lining placement. 7) Water: Clean; free of deleterious amounts of acids, alkalis or organic materials; total dissolved solids less than 1000 mg/1; ASTM D512 chloride ions less than 100 mg/1 for slurry and mortar cure; ASTM D1293 pH greater than 6.5. 2.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVEGROUND AND IN VAULTS (EXPOSED) A. Provide approved 3-coat epoxy/polyurethane coating system as designated below. Provide materials from same manufacturer. 5/2013 02513- 16 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS Surface Preparation SSPC SP10 Near White Blast Clean 2.0 to 3.0 mils surface profile Prime Coat 4.0 to 4.0 mils DFT Inhibitive Epoxy Primer, or approved equal Intermediate Coat 4.0 to 6.0 mils Dh"1 Chemical Resistant Epoxy, or approved equal Finish Coat 1.5 to 2.5 mils DFT Polyurethane, or approved equal Blue Fed. Std. No. 15102 color as approved by Engineer B. Total Allowable Dry Film Thickness for System: 1. Minimum: 9.5 mils. 2. Maximum: 12.5 mils. C. Perform adhesion test on pipe 48 inches in diameter and larger in accordance with ASTM D4541. Minimum field adhesion: 700 psi. Perform test on pipe for project at frequency of one for every 1000 square feet of epoxy lining. Perform cure test in accordance with ASTM D4752 (solvent rub test) and ASTM D3363 (pencil hardness) for each section of pipe. Repair tested areas with approved procedures. 2.04 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE A. Supply pipe with one of the following coatings specified. 1. Tape Coating: Provide approved tape for external tape coating. Apply in accordance with AWWA C 214 and requirements of this section; 80 mil. a. Components: Primer, one 20-mil layer of inner -layer tape for corrosion protection and two 30-mil layers of outer -layer tape for mechanical protection. b. Where sleeve type or victaulic couplings are required, bond coupling to adjacent pipes with bonding cables as shown on Drawings. c. Use approved filler putty type insulating putty to fill in gap and create smoothsloped transition between top of reinforcing plate and pipe, before tape coating is applied. d. Primer: Compatible with tape coating, supplied by coating -system manufacturer. e. Provide pipe with shop coatings cut back approximately 4 to 4-1/2 inches from joint ends to facilitate joining and welding of pipe. Taper 5/2013 02513- 17 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS successive tape layers by 1-inch staggers to facilitate field wrapping and welding of joints. f. Inner and outer tape width: 12 or 18 inches. g. Do not expose tape coating to direct sunlight for more than 60 days. 2. Cement -mortar Coating: AWWA C 205; shop -applied, cement -mortar coating except as modified in this Section; 1-inch minimum thickness; cut back coating from joint ends no more than 2 inches to facilitate joining and welding of pipe. 3. Polyurethane Coating: See Section 02636 - Polyurethane Coatings on Steel or Ductile Iron Pipe for requirements for use of polyurethane coating system. Refer to Paragraph 2.03 C of this Section for field testing requirements. Provide inspections by NACE trained inspectors under supervision of NACE Certified Coatings Inspector having Level III Certification. B. Heat Shrink Joint Sleeves for Tape and Polyethane Coating: Aqua -shield, or approved equal. For repairs to heat shrink joint sleeves, use Aqua -shield Repair Kit or approved equal. Pipe manufacturer to hold back coatings at joints as per shrink sleeve manufacturer's recommendations. 2.05 EXTERNAL COATING SYSTEM FOR STEEL PIPE IN TUNNEL, CASING A. Provide exterior coating system of pipe in tunnel, without annular grout, as specified in Cement Mortar Coating for Buried Steel Pipe, or provide minimum 80 mils of polyurethane coating in accordance with Specification Section 02636 - Polyurethane Coatings for Steel or Ductile Iron Pipe. B. For water lines in tunnel where annular grout will be used, shop prime external surfaces of steel pipe with 4.0 to 6.0 mils DFT of approved Inhibited Epoxy Primer unless pipe has cement -mortar coating. 1. Surface Preparation: a. SSPC-SP 10(64). b. Near White Blast Clean 2.0 to 3.0 mils surface profile. 2. Prime Coat: a. Approved Inhibitive Epoxy Primer 4.0 to 6.0 mils DFT. 3. Use coating procedures and dry film thicknesses for approved alternate product in accordance with product manufacturer's recommendations. 5/2013 02513- 18 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 2.06 GROUT FOR JOINTS AND SPECIAL APPLICATIONS A. Cement Grout Mixture: One part cement to two parts of fine, sharp clean sand. Mix interior joint mortar with as little water as possible until very stiff but workable. Mix exterior joint mortar with water until it has consistency of thick cream. Mix cement grout to specific gravity of 191b/gallon or greater as measured by grout/slurry balance. Use balance manufactured grout/slurry by Baroid or approved equal. Perform test in presence of and at request of Engineer. Add additional cement grout or water to mixed cement grout to bring mix to proper moisture content or specific gravity. Discard cement grout that has been mixed more than 20 minutes and is not at proper specific gravity or moisture content. 1. Portland Cement: a. ASTM C 150, Type II. b. Provide one type of cement for entire project. 2. Sand: a. Interior joints: ASTM C 35 fine graded plaster sand. b. Exterior joints: ASTM C 33; natural sand with 100 percent passing No.16 sieve. 3. Water: a. Potable water with total dissolved solids less than 1000 mg/1. b. ASTM D 512 chloride ions less than 100 mg/1 for slurry and mortar cure. c. ASTM D 1293 pH greater than 6.5. d. Use potable water with 250 ppm limit on chlorides and sulfates. B. Provide approved Nonshrink Grout for Special Applications, Patches and Repairs. 1. Conform to requirements of ASTM C 1107, Nonshrink Grout. 2. Pre -blended factory -packaged material manufactured under rigid quality control, suitable for use in joints of prestressed concrete cylinder pipe. 3. Contain non-metallic natural aggregate and be nonstaining and noncorrosive. 4. Meeting NSF 61 Standard suitable for use in contact with potable water supply. 5. Exterior: Highly flowable to fill joint wrapper without leaving voids or trapped air. Interior capable of being placed with plastic consistency. 6. Compressive strength: ASTM C 1107 2500 psi minimum 7-day unconfined; 5000 psi minimum 28-day unconfined. 7. Non -bleeding and non -segregating at fluid consistency. 5/2013 02513- 19 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 8. Contain no chlorides or additives which may contribute to corrosion of steel pipe. 9. Free of gas -producing, gas -releasing agents. 10. Resist attack by oil or water. 11. Mix, place, and cure in accordance with manufacturer's instructions and recommendations. Upon 72 hours' notice, provide services of qualified representative of nonshrink grout manufacturer to aid in assuring proper use of product under job conditions. Representative to be on site when product is first used. 12. Mix cement grout to specific gravity of 17.7 lb/gallon or greater as measured by grout/slurry balance. Use balance manufactured grout/slurry by Baroid or approved equal. Perform test in presence of and at request of Engineer. Add additional cement grout to mixed cement grout or water to bring mix to proper moisture content or specific gravity. Discard cement grout that has been mixed more than 20 minutes and is not at proper specific gravity or moisture content. 13. Compressive strength: ASTM C 1107 2500 psi minimum 7-day unconfined; 5000 psi minimum 28-day unconfined. C. Finished surface of lining and interior joint to be comparable to surface rubbed with No. 16 Carborundum stone. Rub joint mortar sufficiently to bring paste to surface, to remove depressions and projections, and to produce smooth, dense surface. Add cement to form surface paste as necessary. Leave interior with clean, neat and uniform - appearing finish. D. Joint Wrapper: Minimum width of 9 inches for 33-inch diameter and smaller; minimum width of 12 inches for diameters greater than 33-inch hemmed at edge to allow threading with minimum 5/8-inch-wide steel strap. Provide minimum 6-inch wide Ethafoam strip sized, positioned, and sewn such that two circumferential edges of Ethafoam are 1-1/2 inches from outer edge of wrapper. 2.07 COLD -APPLIED TAPE COATING A. Shop -applied Tape Wrap Coating 1. Use primer furnished by tape manufacturer. 2. Wrap, specials and fittings that cannot be machine wrapped due to configuration with primer layer and two layers of prefabricated tape each 35 mils thick. 3. Overlap machine applied tape with hand applied tape by minimum of two 5/2013 02513- 20 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS inches and bind to it. 4. Apply approved 30 mil filler tape parallel to spiral weld seams if weld height measures greater than or equal to 1/8 inch. B. Surface Preparation 1. Clean bare pipe from mud, mill lacquer, oil, grease, or other contaminants. Inspect and clean surfaces according to SSPC-SP-1 to remove oil, grease, and loosely adhering deposits prior to blast cleaning. Remove visible oil and grease spots by solvent wiping. Use approved safety solvents which do not leave residue. Preheating to remove oil, grease, mill scale, water, and ice may be used provided pipe is preheated in uniform manner to avoid distortion. 2. Remove surface imperfections such as slivers, scabs, burrs, weld spatter, and gouges by hand filling or grinding to prevent excessive number of holidays. Presence of metallic defects may be cause for rejection of pipe. 2.08 EXTERNAL TAPE COATING SHOP APPLICATION A. Separate tape dispensing equipment far enough apart to visually inspect continuous steps. B. Make cutbacks straight and for total thickness of coating. C. State of dryness of primer prior to application of weld filler and inner layer of tape to be in accordance with written recommendation of manufacturer. D. Apply weld filler tape over primer and extend minimum of one inch on each side of weld seam. Filler tape may contact rollers as long as release liner is in place and adhesion requirements are met. Remove release liner before applying inner layer tape. E. Spirally apply inner layer of tape in direction of helix weld. Overlap each spiral of tapel inch or greater with next successive spiral of tape applied. F. Overlap end of new roll on top of previous roll minimum of 6 inches. G. Tape -roll body temperature to be greater than 70 degrees F; pipe surface temperature to be greater than 60 degrees F. H. Spirally apply outer layer tapes in direction of helix weld and use overlap width and application tensions as recommended by manufacturer. 5/2013 02513- 21 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 2.09 INSPECTION AND TESTING OF COATINGS A. Perform electrical inspection on inner layer of tape before intermediate layer of tape is applied. B. If holidays are detected, repair holidays immediately before applying outer layer of tape. Clear holiday area of material and reprime if necessary. Recoat area with inner wrap tape. Overlap inner wrap tape onto surrounding inner wrap coating by at least 2 inches. Perform electrical retest at repaired area after repairing holiday, and before outer wrap is continued. C. Shrink Wrap: Perform electrical inspection on shrink wrap to check for holidays. Perform peel tests over heat affected zone. Minimum acceptable result: 15 lbs-ft/in. 3.0 EXECUTION 3.01 PIPING INSTALLATION A. Conform to applicable provisions of Section 02510 — Water Mains except as modified in this Section. B. Comply with following: 1. Make available services of manufacturer's representative when deemed necessary by Engineer. Representative to advise in aspects of installation, including but not limited to handling and storing, cleaning and inspecting, coating and lining repair, and general construction methods as applicable to pipe. 2. Install stulls prior to placement of pipe, bends, and fittings to prevent deflection during installation. Provide stulls consisting of timber struts with end blocks shaped to fit curvature of interior surface of pipe or other appropriate configuration and material. Firmly edge and secure stulls to blocks so that they will remain intact position during handling and installation. Provide stulls adequate to resist loads encountered without structural failure to stull members or damage to pipe. Where applicable, place stulls at such lengths so as to elongate vertical diameter of pipe as required to suit trench conditions encountered. 3. Handling and Storage: Install padded struts or stulls prior to shipping, horizontally and vertically at l0-foot intervals, or as proposed by manufacturer and approved by engineer. Spiders: Installed in joint ends of fittings. Stulls to remain in place, horizontally and vertically positioned under following conditions: a. During storage and shipping. 5/2013 02513- 22 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS b. Until welding is complete. 4. Reject and remove immediately from site pipe that arrives at site with defects in lining, including sand pockets, voids, and oversanded areas. 5. Store pipe at job site with securely fastened plastic endcaps to maintain moist pipe interior. Promptly replace damaged endcaps to avoid shrinkage or cracking of cement -mortar lining. 6. Immediately replace damaged plastic end caps. Do not leave uncapped for more than 4 hours. 7. Bedding and Backfilling: a. Conform to requirements of Section 02318 - Excavation and Backfill for Utilities. b. Align pipe at proper grade prior to joint connection and do not shift after jointing operation has been completed. c. Take necessary precautions during bedding and backfilling operations to prevent deformation or deflection of cylindrical shape of pipe by more than allowable pipe deflection. Do not move trench support system (trench safety system) once bedding material is compacted. d. Excavate outside specified trench section for bell holes, and for spaces sufficient to permit removal of slings. Provide bell holes at proper locations for unrestricted access to joint. Form bell holes large enough to facilitate joint wrapping and to permit visual examination of process. Enlargement of bell holes as required or directed by Engineer. Subsequent backfilling thereof will not be considered as authorized additional excavation and backfill. Backfill bell holes and spaces to satisfaction of Engineer. e. Blocking may be removed 24 hours after placing backfill to top of pavement or natural ground level. 8. Pipe Deflection: After backfill is complete, test pipe for excessive deflection by measuring actual inside vertical diameter. For maximum deflection allowable, see Section 2.01. a. Deflection may be measured by Engineer at location along pipe. Arithmetical averages of deflection are not acceptable. b. If deflection exceeds that specified, do one of the following: 5/2013 02513- 23 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 1) Remove backfill and side support. Reround the pipe and properly replace compacted backfill and side support. Review cement mortar lining to assure that no harmful damage has occurred. 2) Remove entire portion of deflected pipe section and install new pipe as directed by Engineer at no additional cost to City. 9. Move pipe in such manner not to damage pipe or coating. Do not roll pipe nor drag on ground. Inspect and repair coating abrasions before pipe is lowered into trench. 10. Use of dogs, clips, lugs, or equivalent devices welded to steel pipe for purpose of forcing it into position will not be peir,ritted unless approved by Engineer. Remove foreign matter and protective material from surfaces that are to be in contact at joints. Leave surfaces of joint areas thoroughly clean for metal -to - metal contact of field joints. C. Static Electricity: 1. Properly ground steel pipeline during construction as necessary to prevent build-up of static electricity. 2. Electrically test where required after installation of pipeline is complete. D. Deviation of installed pipe in one pipe section from line and grade shown on approved shop drawing layout will not exceed 2 inches from grade and 3 inches from line. No deviation from line and grade at contact interfaces are allowed. E. Use adequate surveying methods, procedures and employ competent surveying personnel to ensure pipe sections are laid to line and grade and within stipulated tolerances. Measure and record, in form approved by Engineer and submit copy of data to Engineer at end of that day. Survey data to include unique pipe number, deflection angle at pipe joint and whether beveled ends were used, invert elevation at pipe joint, deviation of joint from project line, deviation of joint from project grade, inside pipe joint lap measured at top, bottom, and at springline (each side). F. Any time that laying of additional pipe is stopped for more than eight hours; plug ends of installed pipe and take proper precautions against flotation of pipe segments. 5/2013 02513- 24 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 3.02 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVE GROUND AND IN VAULTS (EXPOSED) AND EPDXY INTERNAL LINING SYSTEM A. Safety: Paints, coatings, and linings specified in this Section are hazardous materials. Vapors may be toxic or explosive. Protective equipment, approved by appropriate regulatory agency, is mandatory for personnel involved in painting, coating, and lining operations. B. Workmanship: 1. Application: By qualified and experienced workers who are knowledgeable in surface preparation and application of high-performance industrial coatings. 2. Paint Application Procedures: SSPC Good Painting Practices, Volume 1. C. Surface Preparation: 1. Use abrasive blasting to prepare surfaces. 2. Schedule cleaning and painting so that detrimental amounts of dust or other contaminants do not fall on wet, newly -painted surfaces. Protect surfaces not intended to be painted from effects of cleaning and painting operations. 3. Prior to blasting, clean surfaces to be coated or lined of grease, oil and dirt by steaming or detergent cleaning in accordance with SSPC SP 1. 4. Metal and Weld Preparation: Remove surface defects such as gouges, pits, welding and torch -cut slag, welding flux and spatter by grinding to 1/4-inch minimum radius. 5. Abrasive Material: a. Blast only as much steel as can be coated within same day of blasting. b. Use sharp, angular, properly graded abrasive capable of producing depth of profile specified herein. Transport abrasive to jobsite in moisture -proof bags or airtight bulk containers. Copper slag abrasives are not acceptable. c. After abrasive blast cleaning, verify surface profile with replica tape such as Tes-Tex Coarse or Extra Coarse Press-O-Film Tape, or approved equal. Furnish tapes to Engineer. 5/2013 02513- 25 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS d. Do not blast if metal surface may become wet before priming commences, or when metal surface is less than 5 degrees F above dew point. 6. Evaluate degree of cleanliness for surface preparation with use of SSPC Pictorial Surface Preparation Standards for Painting Steel Surfaces, SSPC-Vis 1. 7. Remove dust and abrasive residue from freshly blasted surfaces by brushing or blowing with clean, dry air. Test cleanliness by placing 3/4-inch by 4-inch piece of clear Scotch -type tape on blasted surface, then removing and placing tape on 3x5 white index card. Reclean areas exhibiting dust or residue. D. Coating and Lining Application: 1. Environmental Conditions: Do not apply when metal temperature is less than 50 degrees F; when ambient temperature is less than 5 degrees F above dew point; when expected weather conditions are such that ambient temperature will drop below 40 degrees F within 6 hours after application; or when relative humidity is above 85 percent. Measure relative humidity and dew point by use of sling psychrometer in conjunction with U.S. Department of Commerce Weather Bureau Psychometric Tables. Provide dehumidifiers for field -applied coatings and linings to maintain proper humidity levels. 2. Application Procedures: a. Apply in accordance with manufacturer's recommendations and requirements of this Section. Provide finish free of runs, sags, curtains, pinholes, orange peel, fish eyes, excessive over spray, or delaminations. b. Thin materials only with manufacturer's recommended thinners. Thin only amount required to adjust viscosity for temperature variations, proper atomization and flow -out. Mix material components using mechanical mixers. c. Discard catalyzed materials remaining at end of day. 3. Thoroughly dry pipe before primer is applied. Apply primer immediately after cleaning surface. Apply succeeding coats before contamination of undersurface occurs. 4. Cure minimum of 24 hours at 77 degrees F before successive coats are applied. During curing process, provide force air ventilation in volume sufficient to maintain solvent vapor levels below published threshold limit value. Apply successive coats within recoat threshold time as recommended by coating or lining manufacturer on printed technical data sheets or through written 5/2013 02513- 26 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS communications. Brush blast joints of pipe which have been shop primed and are to receive intermediate and finish coats in field prior to application of additional coats. After interior coats are applied, provide forced -air ventilation in sufficient volume and for sufficient length of time to ensure proper curing before filling pipe with water. 3.03 EXTERNAL COATING SYSTEM FOR BURIED STEEL PIPE A. Tape Coating System: 1. Joint Protection: a. Heat Shrink Sleeve: In accordance with AWWA C 216. Provide Aqua -Shield, or approved equal. Apply manufacturer -approved insulating putty at bell step -offs. For welded joints, apply heat -resistant protective sleeve, such as Aqua -Shield AQW-WAB or approved equal, prior to internal welding. Surface preparation: Clean exposed metal with solvent, wire brush, and blast clean in accordance with AWWA C 216 and manufacturer's specifications. Apply sleeve in accordance with manufacturer's specifications. Visually inspect sleeve to verify adhesive flows beyond edge, and there are no cracks or holes. Repair as necessary in accordance with AWWA C 216 and manufacturer's recommendations. Shrink sleeve manufacturer's technical representative shall be available on site at beginning of pipe laying operations, and advise Contractor and Engineer regarding installation, repairs, and general construction methods. b. Heat -Resistant Tape Coating System: In accordance with AWWA C 209. Polyken or approved equal. Apply manufacturer -approved insulating putty at bell step -offs. Surface Preparation: Clean exposed metal with solvent, wire brush and blast clean in accordance with AWWA C 209 and manufacturer's specifications. Follow with primer, and then tape coating in accordance with manufacturer's specifications. Visually inspect finished coating for damages, flaws, holidays or mislaps. Repair as necessary in accordance with AWWA C 209 and manufacturer's recommendations. Tape manufacturer's technical representative shall be available on site at beginning of pipe laying operations, and advise Contractor and Engineer regarding installation, repairs and general construction methods. 2. Field Application: AWWA C209 around joint cutbacks except as modified: a. Field -welded joints: Clean shop -primed ends of weld splatter, damaged primer, and rust to achieve required surface preparation prior to field repair of coatings. 5/2013 02513- 27 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS b. Extend joint cleaning 4 inches onto existing coating. Completely remove damaged and loose end -coatings. c. Prior to placing pipe in trench, remove shop -applied primer by abrasive blasting, solvent or other method as approved by Engineer. Avoid damage to adjacent existing coatings. d. Clean surfaces to achieve surface preparation at least equivalent to SSPC SP 6 in accordance with AWWA C209. Provide solvent that is environmentally safe and compatible with coating system primer. e. Apply insulating putty onto bell step -off as shown on Drawings. Remove release liner during application. f. Apply primer immediately prior to application of first layer of tape to achieve maximum bond. Apply tape while primer is still "tacky" with 3-inch minimum overlap over shop -applied coating. 3. Joint Tape: a. Extend inner wrap minimum of 2 inches onto existing coating on each side of joint. Extend outer wrap minimum of 4 inches onto existing coating each side of joint. Stagger end laps minimum of 6 inches. Overlap adjacent tape wraps at least 1 inch, and overlap seam of outer wrap. Do not allow to be coincident with overlap seam of inner wrap. Wash with Xylol area that will be overlapped. b. Apply approved joint wrap tape to uncontaminated primer at proper roll body temperature. If necessary, store joint wrap material in heated box up to point of application. c. Apply joint wrap material to pipe in either spiral or cigarette fashion dependent upon specification. Begin wrapping process 2 to 4 inches onto mill -applied pipe wrap and proceed wrinkle -free up over bell and across joint to spigot side pipe wrap. d. Apply joint wrap under machine tension of 5 to 10 pounds per inch width. Joint wrap width should narrow (neck down) as material is applied tightly around pipe. e. Apply first 1/3 and last 1/3 turn of joint material around pipe with less tension to prevent wrap crawlback. Overlap of joint wrap material and system's total thickness as specified in this specification section. 5/2013 02513- 28 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS End joint wrap process such that its final edge is directed downwards when pipe is placed in ditch to prevent backfill from pulling exposed joint wrap edge. 4. Do not expose tape coatings or heat -shrinkable joint sleeves to harmful ultraviolet light for more than 90 days. Discard (remove) and replace outer layer of tape coating when exposure exceeds 90 days. In case of factory -applied coatings, remove pipe from site for removal and reapplication of outer layer of tape coatings. 5. At option of Engineer, coating system and application may be tested and inspected at plant site in accordance with AWWA C214. B. Test for holidays: 1. Inspect pipe for holidays and damage to coating. a. If test indicates no holidays and outer wrap is torn, remove damaged layers of outer wrap by carefully cutting with sharp razor -type knife. Wash with Xylol area to be patched and at least 4 inches of undamaged tape where hand -applied tape wrap will overlap. AWWA C209 cold - applied tape compatible with tapewrapping system applied for each layer of outer -wrap tape that has been removed. b. If test indicates holiday, remove outer layers and expose inner wrap. Prime exposed area and overlaps with light coat of primer. Firmly press into place patch of two 35-mil inner wrap tape extending 4 inches from affected area in all directions. Second patch to overlap first patch by 2 inches. Perform holiday test of patch to verify satisfactory installation. Wash exposed outer wrap tape with Xylol and prime. c. For severe outer wrap tape tears or damage, and holiday is not detected, remove outer wrap to boundaries of damaged area, taking care not to damage inner wrap coating. Before replacing outer wrap, apply holiday detector to exposed area to determine that no damage has been made to primary coating. After verification that no holidays exist in underlying tape, clean damaged area and use patch of 35-mil outer wrap tape. Apply as specified herein for repair of areas where bare pipe is exposed. 2. Do not allow bubbles in tape coating system regardless of holiday test results, cut out bubbles and patch as described above as directed by Engineer. 3. Perform test procedure in accordance with NACE Standard RP-02-74. Perform electrical holiday test with 60-cycle current audio detector. Use test voltage below: 5/2013 02513- 29 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS Total Coating Thickness Test Voltage (Mils) (Volts) 20 6,000 30/35 7,500 50 9,000 70 11,500 80 12,000 C. Remove areas having physical damage and recoat. After repairing area, apply holiday detector as stated above to verify area is adequately repaired. D. Cement mortar coating. AWWA C 205; 1-inch minimum thickness; Cut back from joint ends no more than 2 inches to facilitate joining and welding of pipe. E. Polyurethane Coating. Comply with requirements of Paragraph 3.02. 3.04 JOINTS AND JOINTING A. Rubber Gasketed Bell -and -Spigot Joints. Use 0-ring gasket with sufficient volume to approximately fill area of groove and gasket material in accordance with AWWA C200. Check each splice in gasket by stretching gasket to at least twice original length of gasket. Visually check stretched splice by rotating 360 degrees. Reject splices showing visible separation or cracks. 2. Equalize rubber gasket cross section after rubber gasket is placed in spigot groove of pipe by inserting tool or bar such as large screwdriver under rubber gasket and moving it around periphery of pipe spigot. Lubricate gaskets with nontoxic water-soluble lubricant before pipe units are joined. Fit pipes together in manner to avoid twisting or otherwise displacing or damaging rubber gasket. Check gaskets after pipe sections are joined with feeler gauge to ensure that no displacement of gasket has occurred at point around circumference after joining. If displacement has occurred, remove pipe section and remake joint as if for new pipe. Remove old gasket and replace before remaking joint. B. Welded Joints: 1. Conform to requirements of Section 02511 - Water Lines. 2. Field weld to be double -welded lap field joints or full penetration butt welded joints for steel pipe and encasement sleeves for entire circumference. 3. Employ independent certified testing laboratory, approved by Engineer, to perform weld acceptance tests on welded joints. Include cost of such testing in 5/2013 02513- 30 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS contract unit price bid for water line. Furnish copies of all test reports to Engineer for review. Test by magnetic particle test method for lap welds and fillet welds or by X-ray methods for butt welds, for 100 percent of all joint welds. Engineer has final decision as to suitability of welds tested. C. Flanged Joints: Conform to requirements of Section 02511 - Water Lines. D. Joint Grouting and Testing: Conform to requirements of Section 02511 - Water Lines. E. Do not allow steel plugs for threaded outlets to project beyond inner surface of pipe shell and seal weld by at least two passes. Apply weld around outside of plug after it has been inserted in final position. Coat outlets and plugs inside and outside as required at field joints on pipe. 3.05 FIELD -APPLIED CEMENT -MORTAR LINING A. Entrances into Pipeline: 1. Establish means to permit entry and exit of labor, materials and equipment necessary for progress of work, as approved by Engineer. 2. Provide dikes and channeling for diversion of flood and drainage waters away from these openings in pipeline. Use temporary airtight covers over openings to provide proper curing conditions in completed sections of lined pipe. Where operation of equipment requires that end of pipe be left open, install temporary bulkhead inside pipe to eliminate direct draft through pipe over completed sections. 3. Brace closure sections of pipeline left out to facilitate field lining above ground to conform as nearly as possible to shape of pipe in ground and then place cement -mortar lining by machine or hand trowel to same thickness as in adjoining machine -lined sections. Bulkhead sections immediately after being lined to maintain proper curing conditions for period of not less than 48 hours before sections are installed in pipeline. Install these sections of steel pipe. 4. Coat exterior surface of buttstraps and uncoated exterior surface area of steel pipe within excavations in accordance specifications. Place cement -mortar lining inside areas of joints in accordance with specifications. B. Mixing of Cement -mortar: Mix ingredients for cement -mortar for not less than 1-1/2 and not more than 6 minutes; use mortar promptly after mixing for lining pipe. Do not use mortar that has attained its initial for lining. Do not retemper mortar. Add water to mix last. C. Placing Cement -Mortar Lining: 5/2013 02513- 31 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS 1. Complete joint work, backfill and welding before cement -mortar lining begins. After cement -mortar lining has cured hydrostatic testing of pipe can begin. 2. Provide provisions necessary for Engineer to conduct inspections of work in safe and thorough manner during and after initial application of mortar and after necessary repairs made. Include, as minimum, space on application machine, and adequate lighting to inspect gross surface areas 3. Comply with ASTM C494 and with manufacturer's recommendations when using chemical admixtures, bonding agents, accelerators, and other additives. 4. Remove dirt, debris, oil, grease and loose mill scale and rust from interior surfaces of pipe, and scrape or brush surface with stiff bristle brush and/or water blast as may be necessary, and approved by Engineer, to ensure clean surfaces for successful application of cement -mortar lining. Interior surfaces to be approved by Engineer prior to placing lining. 5. Provide cement -mortar lining uniform in thickness along entire length of pipe. Provide cement -mortar no less than 1/2 inch over all surfaces with tolerance of plus 1/8 inch, and no allowance for minus tolerance. 6. Mechanically control travel of machine and rates of discharge of mortar to produce uniform thickness of lining without segregation around perimeter and along length of pipe. 7. Check finished surface by placing 12-inch straightedge parallel to axis of pipe along surface of straight section of lining. At no point will space between lined surface and straightedge be greater than 1/16 inch. 8. Provide smooth finished surface, within tolerances specified. Repair or replace surface irregularities including corrugations, ripples, or pits in any direction, to satisfaction of Engineer. Remove defective lining material, including, sand pockets, voids, oversanded areas, blisters, delaminations, or unbounded areas, cracked areas, irregular surfaces, and unsatisfactory thin spots. Remove to pipe wall and area repaired to full thickness of mortar lining. 9. Repair cracks 1/16 inch and larger to satisfaction of Engineer. 10. Place cement -mortar lining by machine having following features: a. An applicator head which can be centered within pipe and which will centrifugally project mortar against wall of pipe at high velocity producing dense, uniformly distributed mortar on wall of pipe. b. Equipped with mechanically driven, rotating steel trowels that immediately follow applicator, providing smooth, hard surface without 5/2013 02513- 32 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS spiral shoulders. Compensate for torque so that machine will sit true in pipe and trowel faces will not vary in angle with mortar face during complete 360-degree cycle. Clean trowels at frequent intervals to prevent accumulated mortar from obtaining initial set resulting in sanded or unglazed finish. Continuously operate trowels during application of cement -mortar and forward progress of lining machine. c. Design applicator so that nothing will come in contact with troweled surface until it has attained final set, and so that forward progress of machine and mechanical placing of mortar can be controlled to assure uniform thickness of lining. 11. Cement -mortar Lining: Adhere to steel at all points; provide consistent thickness except that lining of bell end of pipe where lining is to be thicker in order to fill depression and make smooth surface. 12. Immediately prior to application of cement -mortar lining, sweep and clean off slime, dirt, loose rust, loose mill scale, and other foreign materials. Free interior surface of pipe after cleaning of accumulated water on pipe wall or at joints. 13. After receiving its finish troweling, do not roughen lining by rebound material or by mortar direct from machine. 14. Temporarily close outlets in pipeline with easily removable stoppers to prevent spun mortar from being thrown into such openings. After lining is applied, remove stoppers from outlets and repair lining damaged by removal of stoppers. Point outlet openings up to provide smooth flow. D. Hand Finishing: 1. Repair defective areas in machine -applied lining and unlined joints by hand patching to yield lining equal to that required for machine -applied troweled lining. 2. Provide nonshrink grout for patching or lining joints as specified in this Section. 3. Clean defective areas of loose foreign material and moisten with water just prior to application of hand -applied mortar. 4. Use steel finishing trowels for hand application of cement -mortar. 5. Complete hand finishing required in given pipe section not later than day following machine application of mortar lining to that particular pipe section, whether normal working day or otherwise. Slow down or stop machine 5/2013 02513- 33 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS application of mortar lining to allow time for hand patching. E. Curing of Lining: Begin curing operations immediately after completing any portion of mortar lining. Close pipe by airtight bulkheads, and maintain moist atmosphere in completed section of pipe to keep lining damp and to prevent evaporation of entrained water from mortar lining. Humidify air introduced into pipe for ventilating or curing purposes and maintain moist atmosphere inside pipe until Engineer accepts Work. 3.06 INSPECTION (EXCEPT MORTAR COATED PIPE) A. Include cost of inspection described in Paragraph 3.06-B, Inspection, in contract unit price for water line. Furnish copies of certified inspection reports to Engineer for review. B. Holiday Test and Adhesion Test: Provide services of independent coating and lining inspection service or testing laboratory with qualified coating inspectors. Provide inspections by NACE trained inspectors under supervision of NACE Certified Coatings Inspector having Level IiT Certification. 3.07 COATINGS AND LININGS INSPECTION RESPONSIBILITIES A. Contractor is responsible for quality control of coatings and linings applications and testing and inspection stipulated in this Section. Engineer is responsible for quality assurance and reserves right to inspect or acquire services of independent third -party inspector who is fully knowledgeable and qualified to inspect surface preparation and application of high performance coatings at phases of coatings and linings, field or shop applied. Contractor is responsible for proper application and performance of coatings and linings whether or not Engineer provides such inspection. B. Cement Mortar Lining and Joint Finish: Finished surface of lining and joint to be comparable to surface rubbed with No. 16 Carborundum stone. Rub joint mortar sufficiently to bring paste to surface, to remove depressions and projections, and to produce smooth, dense surface. Add cement to form surface paste as necessary. Leave interior with clean, neat and uniform -appearing finish. 3.08 FIELD REPAIR PROCEDURES AND SPECIAL FITTINGS APPLICATION FOR CEMENT MORTAR LINING A. Areas less than or equal to 6 inches in diameter: Patch honeycomb and minor defects in concrete surfaces with nonshrink grout. Repair defects by cutting out unsatisfactory material and replacing with nonshrink grout, securely bonded to existing concrete. Finish to make junctures between patches and existing concrete as inconspicuous as possible. After each patch has stiffened sufficiently to allow for greatest portion of shrinkage, strike off grout flush with surrounding surface. 5/2013 02513- 34 of 35 CITY OF PEARLAND STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER MAINS B. Areas greater than 6 inches in diameter: 1. Remove defective lining down to bare steel by chipping, making sure care is taken to prevent further lining damage. Ends of lining where defective lining is removed are to be left square and uniform not feathered. 2. Clean bare steel with wire brush to remove loose or other foreign matter. 3. Remove existing wire reinforcement and replace. Overlap new reinforcement to existing reinforcement by 1/2 inch. Secure reinforcement, against wall of pipe, at frequent intervals, by tack welding to pipe. 4. Prepare cement mortar mixture. Mixture to compose of Portland Type II cement, sand, and water. Proportions of sand to cement not to exceed 3 parts sand to 1 part cement, by weight. Use only enough water to obtain proper placement characteristics. Set up time before mixture is to be discarded is to be no longer than 1/2 hour. Nonshrink grout may also be used. Do not use combination of cement mortar and nonshrink grout within same repair. 5. Apply WELD-CRETE, or approved equal, concrete bonding agent to bare steel and interface of existing lining. After bonding agent is applied to steel and lining new mix must be applied within 10 minutes. 6. Apply cement mortar to repair area 1/2 inch thick then hand trowel to achieve smooth dense finish, making sure wire is not left exposed. To ensure proper thickness while placing new mortar, check thickness with 1/2 inch long wire gauge. 7. Curing: Place plastic sheeting over repair area, use tape to adhere plastic to area surrounding repair area. Let cure for 4 days then remove plastic sheeting. END OF SECTION 5/2013 02513- 35 of 35 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY Section 02514 FIRE HYDRANT ASSEMBLY 1.0 GENERAL 1.01 SECTION INCLUDES A Fire hydrants. B References to Technical Specifications: 1. Section 01200 — Measurement and Payment Procedures 2. Section 01350 — Submittals 3. Section 02634 — Ductile Iron Pipe and Fittings 4. Section 02635 — Steel Pipe and Fittings 5. Section 02534 — PVC Pipe 6. Section 02510 — Water Mains C Referenced Standards: 1. National Fire Protection Association (NFPA) 2. American Water Works Association (AWWA) 3. American National Standards Institute (ANSI) 4. National Association of Corrosion Engineers (MACE) 5. Food and Drug Administration (FDA) 6. Steel Structures Painting Council (SSPC) 7. Texas Commission on Environmental Quality (TCEQ) 8. National Sanitation Foundation (NSF) 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of fire hydrants is on a per each basis, complete in place. Payment includes all valves, fittings, bedding, backfill, and thrust blocking required for the installation of the fire hydrant assembly. B If fire hydrant leads are included as a Bid Item, measurement will be on a linear foot basis. Separate payment will be made for open cut and augered leads. C Measurement for removing and salvaging of fire hydrants is on a per each basis. Payment includes removing hydrant and valve if available, plugging lead, and removing materials from site or returning salvaged fire hydrants to Owner. 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. 06/2014 02514 - 1 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 1. Shop drawing(s) for proposed hydrant: Include model number, parts list, and material specifications, unique drawing number and descriptive legend identifying hydrant. 2. Material safety data sheets for lubricants. 3. Affidavit of compliance for coating materials. 4. Certified hydraulic performance test report for proposed hydrant. 2.0 PRODUCTS 2.01 HYDRANT MATERIALS A Hydrants: AWWA C502; dry barrel design; tamper resistant; same manufacturer throughout project. 1. 0-Ring Seal Packing: Prevent water leakage between barrel and lubrication chamber. Provide dynamic seals of Buna "N" or other oil resistant material and static seals of Buna "N" or other approved synthetic rubber. 2. Bronze: Hydrant components in waterway to contain not more than 15 percent zinc and not more than 8 percent lead. 3. Acceptable Manufacturer: Mueller Super Centurian 250, American Darling B- 84-B, or East Jordan Iron Works WaterMaster 5CD250. B Operating Stems: Everdur, or other high -quality non -corrodible metal where threads are located in barrel or waterway. Bronze -to -bronze working parts in waterway; genuine wrought iron or steel where threads are not located in barrel or waterway, bronze bushed at penetration of stuffing box; seal threads against contact with water regardless of open or closed position of main valve. Connect operating stems with breakable coupling. C Main Valve (shut-off valve): Circular; compression -type; closes with line pressure; minimum opening of 5-1/4 inches in diameter. Seal bottom end of stem threads from contact with water with cap nut. D Valve Mechanism: Bronze valve seat ring threaded into bronze drain ring; seat ring and main valve assembly removable from above ground through upper barrel with lightweight seat removal wrench; breakable stem coupling opposite barrel breakaway; bronze or corrosion -resistant pins and locking devices; bronze valve stem sleeve, 0- ring seals and travel stop; sealed lubricating reservoir at top and bottom which fully lubricates threads and bearing surfaces when opening or closing main valve; thrust bearing or lubricated thrust collar for operating assembly. Lubricants: Food Grade. Valve Seat: Molded "Natural" rubber; scale durometer rating of 90 ±5; minimum thickness of 1/2 inch. Natural Rubbers: Resistant to microbiological attack. E Lower Hydrant Barrel: Single piece coupled to upper barrel to allow 360° rotation of upper barrel. Bury Length: Distance from bottom of inlet to ground line as specified. Ground Line: Clearly marked on barrel. Indicate inside diameter and wall thickness (with tolerances) for upper barrel, lower barrel, and bonnet sections. Show dimensions at minimum sections to demonstrate compliance with Paragraph 3.2.6 of AWWA C502. 06/2014 02514 - 2 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY F Extensions: Permit use of one or more standard extensions available from manufacturer in lengths from 6 inches to 60 inches in 6 inch increments. G Provide hydrants with automatic, positively operating, non -corrodible drain or drip valve to drain hydrant completely when main valve is shut. Bronze or corrosion resistant drain line. Tapping of drain holes is not required. H Inlet Connection: Elbow with AWWA Standard bell designed for 6-inch mechanical joint, restrained push -on, or flanged joint and valves. Flanged ends shall comply with ANSI/ASME B16.1, class 125 flanges. Joints: ANSI A21.11; AWWA C111. Operating Nut and Hold-down Nuts: Stainless steel or cast or ductile iron with bronze inserts or, as an alternative, provide security device with bronze operating nut. Any such security devices shall not require special tools for normal off/on operation of hydrant. Fabricate hold-down assemblies of suitable metallic materials for service intended. J Field -Replaceable Nozzles: NFPA No. 194, ANSI B26-1925; mechanically attached to hydrant body counterclockwise; sealed with 0-rings and mechanically located into place; provide two hose nozzles with 2-1/2 inch nominal inside diameter and one pumper nozzle with 4.492" nominal inside diameter; National Standard Threads; lock in place with security device. K Pumper Nozzle: Allow a minimum unobstructed radius of 10 inches from threaded surface of nozzle throughout path of travel of wrench or other device used to fasten hose to nozzle. Nozzle Caps: Security chains to hydrant barrel, minimum 1/8 inch diameter; "Natural" rubber or neoprene gasket seals. M Hydrant shoe with 6-inch cast or ductile -iron pipe diameter inlet, flanged, swivel or slip joint with harnessing lugs for restrained joints. Underground flanging shall incorporate minimum of six, full, 3/4-inch stainless steel bolts or four 5/8-inch diameter stainless steel bolts. All bolts and nuts shall be stainless steel. N Provide traffic model hydrants equipped with safety flange on hydrant barrel and stem. Equip body of hydrant with breakable flange, or breakable bolts, above finish grade. 0 Lubricants: Food grade oil or grease meeting requirements of FDA 21CFR178.3570 and manufactured with FDA approved oxidation inhibitors. P Hydrant Painting: 1. COLOR CODE (BONNETS Main Size 6" and less Gloss White Code No 225A120 8" Safety Orange Code No 225A122 10" and 12" John Deere Green Code No 225A133 16" and 20" John Deere Yellow Code No 225A138 22" and up Safety Red Code No 225A123 06/2014 02514 - 3 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 2. COLOR CODE Fire Hydrant Barrel Safety Blue Code No 225A120 Fire Hydrant Caps (Same as Bonnet Color) Q Shop coated as follows: 1. Exterior Above Traffic Flange (including bolts and nuts) a. Surface Preparation: SSPC-SP 10 (NACE 2); near white blast cleaned surface. b. Fire hydrants shall be power coated with zinc rich primer followed by a polyester powder coating of 10 to 12 mils, shall meet all the requirements of ANSI/AWWA C-550 (latest edition) and AAMA 2604. 2. Exterior Below Traffic Flange: a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surface. b. Fire hydrants shall be power coated with zinc rich primer followed by a polyester powder coating of 10 to 12 mils, shall meet all the requirements of ANSI/AWWA C-550 (latest edition) and AAMA 2604. 3. Interior Surfaces Above and Below Main Valve: a. All materials used for internal coating of hydrant interior ferrous surfaces must conform to ANSI NSF Standard 61 as suitable for contact with potable water as required by TCEQ, Chapter 290, Subchapter D: Rules and Regulations for Public Water Systems. b. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surfaces. c. Coating: Powder coating in accordance with manufacturer's recommendation. 4. General Coating Requirements: a. Coatings: Applied in strict accordance with manufacturer's recommendations. No requirements of this specification shall cancel or supersede written directions and recommendations of specific manufacturer so as to jeopardize integrity of applied system. b. Hydrant supplier shall furnish an affidavit of compliance that all materials and work furnished complies with requirements of this specification and applicable standards referenced herein. 2.02 HYDRANT PERFORMANCE STANDARDS A Hydraulic Performance Standards: 1. Provide hydrants capable of a free discharge of 1500 gpm or greater from single pumper nozzle at a hydrant inlet static pressure not exceeding 20 PSIG as measured at or corrected to hydrant inlet at its centerline elevation. 2. Provide hydrants capable of a discharge of 1500 gpm or greater from single pumper nozzle at a maximum permissible head loss of 8.0 psig (when 06/2014 02514 - 4 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY corrected for inlet and outlet velocity head) for an inlet operating pressure not exceeding 37 psig as measured at or corrected to hydrant inlet at its centerline elevation. B Hydraulic Performance Testing: AWWA C502; conduct certified pressure loss and quantity of flow test by qualified testing laboratory on production model (5-foot busy length) of hydrant (same catalog number) proposed for certification. Submit certified test report containing following information: 1. Date of test, no more than five years prior to date of proposed use, on fire hydrant with similar hydraulic characteristics. 2. Name, catalog number, place of manufacture, and date of production of hydrant(s) tested. 3. Schematic drawing of testing apparatus, containing dimensions of piping elements including: a. Inside diameter and length of inlet piping. b. Distance from flow measuring points to pressure measurement point. c. Distance from flow and pressure monitoring points to hydrant inlet. d. Distance from pressure monitoring point to nozzles. e. Inside diameter and length of discharge tubing. 4. Elevation of points of measurement, inlet, and reports, or certificates documenting accuracy of measuring devices used in test. 5. Conduct test on at least three separate hydrants of same fabrication design. Inlet water temperature: 70° F + 5° F. C Provide hydrants equipped with breakable barrel feature and breakable valve stem coupling such that vehicular impact will result in clean and complete break of barrel and valve stem at breakable feature. Provide hydrant shutoff valve which remains closed and tight against leakage upon impact. 2.03 LEADS A Branches (Leads): Conform to requirements of Section 02634 — Ductile -Iron Pipe and Fittings, Section 02635 — Steel Pipe and Fittings, Section 02534 — PVC Pipe, and section 02532W - HDPE. 3.0 EXECUTION 3.01 INSTALLATION A Set fire hydrant plumb and brace at locations and grades as shown on Plans. When barrel of hydrant passes through concrete slab, place a piece of standard sidewalk expansion joint material, 3/4 inch thick, around section of barrel passing through concrete. B Locate nozzle centerline minimum 18 inches above finish grade. C Place 12-inch x 12-inch yellow indicators (plastic, sheet metal, plywood, or other material approved by Engineer) on pumper nozzles of new or relocated fire hydrants 06/2014 02514 - 5 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY installed on new mains not in service. Remove indicators after new main is tested and approved by Engineer. D Do not cover drain ports when placing concrete thrust block. E Lubricate hydrants with food grade oil or with grease meeting requirements of FDA 21CFR178.3570 and manufactured with FDA approved oxidation inhibitors. F Accomplish replenishment of lubricant for hydrant working parts without removing hydrant bonnet. Store lubricant system in reservoir. Lubricate bearing surfaces and working parts during normal operation of fire hydrant. G All changes in profile from approved plans due to obstructions not shown on plans which require a change in depth of bury of fire hydrant shall be approved in writing by Engineer for design prior to installation of hydrant. Any adjustment required in flow line of water main or to barrel length of fire hydrant shall be incidental to unit price of fire hydrant and no separate payment shall be made for such adjustments. H Remove and dispose of or salvage fire hydrants shown on Plans. I Owner may, at any time prior to or during installation of hydrants for a specific project, randomly select a furnished hydrant for disassembly and laboratory inspection, at Owner's expense, to verify compliance with Owner's requirements. If such hydrant is found to be non -compliant, replace at Contractor's expense, all or a portion of furnished hydrants with hydrants that comply with Owner's requirements. J Install leads in accordance with Section 02510 — Water Mains. END OF SECTION 06/2014 02514 - 6 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION Section 02515 WATER TAP AND SERVICE LINE INSTALLATION 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping existing mains and furnishing and installing new service lines for water. B References to Technical Specifications: 1. Section 01200 — Measurement and Payment Procedures 2. Section 02318 — Excavation and Backfill for Utilities 3. Section 02520 — Valve Boxes, Meter Boxes, and Meter Vaults C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 2737, "Standard Specification for polyethylene (PE) Plastic Tubing" 2. American Water Works Association (AWWA) a. AWWA C800 Standard Underground Service Line Valves and Fittings b. AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, 4" — 12" for Water Distribution D Definitions: 1. Short Side Connection - service line connecting proposed curb stop, located inside water meter box, to water main on same side of street. 2. Long Side Connection - service line connecting proposed curb stop, located inside water meter box, to water main on opposite side of street or from center of streets where supply main is located in street center such as boulevards and streets with esplanades. 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of 1 inch water taps and service lines is on a per each basis. Separate measurements will be made for "Short Side" and "Long Side' connections. B Measurement for installation of 2 inch water taps and service lines is on a per each basis. Separate measurements will be made for "Short Side" and "Long Side" connections. C Payment for installation of water taps and service lines includes locating water main, tap installation and connection to meter, restoring site, excavation, bedding, backfill, compaction, push -under, etc., and all other labor and materials required to complete installation as indicated on Plans. D Refer to Section 01200 — Measurement and Payment Procedures. 06/2014 02515 - 1 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's product data for approval. 2.0 PRODUCTS 2.01 MATERIALS A Polyethylene Tubing - SDR 9 CTS. B Corporation Stops: AWWA C800 as modified herein: 1. Inlet End: AWWA standard thread. 2. Valve Body: Tapered plug type, 0-ring seat ball type, or rubber seat ball type. 3. Outlet End: Compression type fitting for use with type-K, soft copper as well as CTS. C Provide taps for various water main types and sizes in accordance with following schedule: PIPE TAPPING SCHEDULE SERVICE SIZE WATER MAIN TYPE AND 1" 2" DIAMETER 4" Cast Iron or Ductile Iron DSS, WBSS DSS, WBSS 4" Asbestos Cement WBSS DSS, WBSS 4" PVC (AWWA C900) DSS, WBSS DSS, WBSS 6" and 8" Cast Iron or Ductile Iron DSS, WBSS DSS, WBSS 6" and 8" Asbestos Cement DSS, WBSS DSS, WBSS 6" and 8" Cast Iron or Ductile Iron DSS, WBSS DSS, WBSS 6" and 8" PVC (AWWA C900) DSS, WBSS DSS, WBSS 12" Cast Iron or Ductile Iron DSS, WBSS DSS, WBSS 12" Asbestos Cement DSS, WBSS DSS, WBSS 12" PVC (AWWA C900) DSS, WBSS DSS, WBSS 16" and Up Cast Iron or Ductile Iron DWBSS DWBSS 06/2014 02515 - 2 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 16" and Up Asbestos Cement DWBSS DWBSS 16" and Up PVC (AWWA C900) DWBSS DWBSS DSS — Dual Strap Saddles WBSS — Wide Band Strap Saddles DWBSS — Dual Wide Band Strap Saddles *Mueller H-15092, or equal D Dual Strap Saddles: Red brass body and straps; ductile -iron; vinyl -coated body and straps; or ductile -iron, vinyl -coated body and stainless -steel straps. E Taps for PVC Water Mains: Use dual -strap or single, wide -band strap saddles which provide full support around circumference of pipe and bearing area of sufficient width along axis of pipe, 2 inches minimum, ensuring that pipe will not be distorted when saddle is tightened. Romac Series 101N wide -band, stainless -steel tapping saddle with AWWA standard thread (Mueller thread) or equal. F Taps for Steel Pipe: Not allowed, unless specifically approved by Engineer. Use saddle only if tap is approved on steel pipe. G Curb Stops and Brass Fittings: All Brass fittings shall be lead free confoiuiing to the latest EPA's guideline. AWWA C800 as modified herein. 1. Inlet End: Compression -type fitting. 2. Valve Body: Straight -through or angled, meter -stop design equipped with the following: a. 0-Ring seal straight plug type. b. Rubber seat ball type. 3. Outlet End: Female, iron -pipe thread or swivel -nut, meter -spud thread on 1 inch stops and 2-hole flange on 2 inch sizes. 4. Fittings: Ford or approved equal; use same size open end wrenches and tapping machines as used with respective Ford fittings. 5. Factory Testing of Brass Fittings: a. Submerge in water for 10 seconds at 85 psi with stop in both closed and open positions. b. Reject any fitting that shows air leakage. Owner may confiuiii tests locally. Entire lot from which samples were taken will be rejected when random sampling discloses unsatisfactory fittings. H Angle Stops: In accordance with AWWA C800; ground -key, stop type with bronze lock -wing head stop cap; inlet and outlet threads confoiui to application tables of AWWA C800; and inlets compression connection. 1. Outlet for 1-inch size: Meter swivel nut with saddle support. 2. Outlet for 2 inch size: 0-ring sealed meter flange, iron pipe threads. I Fittings: In accordance with AWWA C800 and: 1. Castings: Smooth, free from burrs, scales, blisters, sand holes, and defects which would make them unfit for intended use. 06/2014 02515 - 3 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 2. Nuts: Smooth cast and have symmetrical hexagonal wrench flats. 3. Thread fittings, of all types, shall have N.P.T. or AWWA threads, and male threaded ends shall be protected in shipment by plastic coating or other equally satisfactory means. 4. Compression tube fittings shall have Buna-N beveled gasket. 5. Stamp of manufacturer's name or trademark and size on body. 3.0 EXECUTION 3.01 GENERAL A Set service taps at right angles to proposed meter location and locate taps in upper pipe segment within 45 degrees of pipe springline unless otherwise approved by Engineer. B For service lines and lateral connections larger than those allowed in this Section, Part 2.01 C, branch connections must be used. C All 2-inch and smaller service taps on pressurized water mains: Use tapping machine manufactured for pressure tapping purposes. D Install service lines in open -cut trench in accordance with Section 02318 —Excavation and Backfill for Utilities except that service lines under all paved roadways, other paved areas and areas indicated on Plans shall be installed in bored hole as specified in this Section. E Unless otherwise approved by Engineer, lay service lines with minimum of 30 inches of cover as measured from top of curb or, in absence of curbs, from centerline elevation of crowned streets or roads. Provide minimum of 18 inches of cover below flow line of all ditches to service lines, unless otherwise approved by Engineer. F Service lines across existing street (push-unders): Pull service line through prepared hole under paving. Only full lengths of tubing will be used. Take care not to damage tubing when pulling it through hole. A compression -type union is only permitted if Contractor cannot span underneath pavement with a full length of tubing. Contractor is allowed one compression -type union for each full length of tubing, provided it is not under the pavement. G Maintain service lines free of dirt, coupons and foreign matter at all times. H Install service lines per City of Pearland. Standard Details. I Locate water meters in accordance with City of Pearland Standard Details. Contact Engineer when major landscaping or trees conflict with service line and meter box location. No additional payment will be made for work on customer side of meter. J Joints 1. Minimum joint spacing for 1 inch tubing shall be in multiples of 60 feet and for 2 inch tubing shall be in multiples of 40 feet. 06/2014 02515 - 4 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 2. Cut tubing squarely by using an approved cutting tool and avoiding excessive pressure on the cutting wheels which might bend or flatten pipe walls. 3. For compression fittings, cut tubing squarely prior to insertion into the fitting. Final assembly shall be in accordance with manufacturer's recommended procedure. K Bends 1. Gradual changes in direction may be made by bending PE pipe. The bending radius should not be less than the coil radius when bending with the coil. 3.02 CURB STOP INSTALLATION A Set curb stops or angle stops at outer end of service line inside of meter box. Secure opening in curb stop to prevent unwanted material from entering. In close quarters, make an "S" curve in the field. No flattening of tube. In all 1-inch services, install meter coupling, swivel -nut, or curb stop ahead of meter. Install straight meter coupling on outlet end of meter. 3.03 SEQUENCE OF OPERATIONS A Open trench for proposed service line in accordance with Section 02318 — Excavation and Backfill for Utilities. B Install curb stop on meter end of service line. C With curb stop open and prior to connecting service line to meter in slack position, open corporation stop and flush service line thoroughly. Close curb stop, leaving corporation stop in full -open position. D Check service line for apparent leaks. Repair any leaks before proceeding. E Call Project Representative to schedule inspection prior to backfilling. After inspection, backfill in accordance with Section 02318 — Excavation and Backfill for Utilities. F Install meter box centered over meter with top of lid 3-inches above finished grade for grasses or landscaped areas, and flush with finished grade for paved areas. Meter box: Refer to Section 02520 — Valve Boxes, Meter Boxes, and Meter Vaults. END OF SECTION 06/2014 02515 - 5 of 6 CITY OF PEARLAND GRAVITY SANITARY SEWERS Section 02530 GRAVITY SANITARY SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Gravity sanitary sewers and appurtenances, including cleanouts, stacks, service connections, and reconnections. B References to Technical Specifications: 1. Section 02415 — Augering Pipe or Casing for Sewers 2. Section 01200 — Measurement and Payment Procedures 3. Section 01350 — Submittals 4. Section 01450 — Testing Laboratory Services 5. Section 01500 — Temporary Facilities and Controls 6. Section 01570 — Trench Safety System 7. Section 02318 — Excavation and Backfill for Utilities 8. Section 01564 — Control of Ground Water and Surface Water 9. Section 02220 — Site Demolition 10. Section 01140 - Contractor's Use of Premises C Reference Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 1784, "Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM F 477, "Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe" c. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings" d. ASTM F 679, "Standard Specification for Poly Vinyl Chloride (PVC) Large -Diameter Plastic Gravity Sewer Pipe and Fittings" e. ASTM F 949, "Standard Specification for Poly Vinyl Chloride (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings" f. ASTM D 794, "Standard Specification for Poly Vinyl Chloride (PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter" g. ASTM D 2241, "Standard Specification for Poly Vinyl Chloride (PVC) Pressure -Rated Pipe (SDR Series)" h. ASTM D 3212, "Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" i. ASTM D 3139, "Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals" j. ASTM D 2444, "Standard Test Method for Determination for the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight)" 4/2013 02530 - 1 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS k. ASTM F 714, "Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter" 1. ASTM D 2657, "Standard Practice for Heat Fusion Joining and Polyolefin Pipe and Fittings" m. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" n. ASTM D 3350, "Standard Specification for Polyethylene Plastic Pipe and Fittings Materials" o. ASTM D 3681, "Standard Test Method for Chemical Resistance of Fiberglass (Glass -Fiber Reinforced Thermosetting -Resin) Pipe in a Deflected Condition" p. ASTM D 4161, "Standard Specification for Fiberglass (Glass -Fiber - Reinforced Thermosetting -Resin) Pipe Joints Using Flexible Elastomeric Seals" q. ASTM D 3262, "Standard Specification for Fiberglass (Glass -Fiber - Reinforced Thermosetting -Resin) Sewer Pipe" r. ASTM D 3754, "Standard Specification for Fiberglass (Glass -Fiber - Reinforced Thermosetting -Resin) Sewer and Industrial Pressure Pipe" s. ASTM D 618, "Standard Practice for Conditioning Plastics for Testing" t. ASTM C 828, "Standard Test Method for Low -Pressure Air Test of Vitrified Clay Pipe Lines" u. ASTM C 924, "Standard Practice for Testing Concrete Pipe Sewer Lines by Low -Pressure Air Test Method" v. ASTM F 1417, "Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low -Pressure Air" 2. American Water Works Association (AWWA) a. AWWA C 900 Polyvinyl Chloride (PVC) Pressure Pipe, 4" — 12" for Water Distribution b. AWWA C 905 Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters, 14in. Through 36 in. 3. Plastic Pipe Institute (PPI) a. PPI TR3, "Policies and Procedures for Developing Hydrostatic Design Basis (HDB), Pressure Design Basis (PDB), Strength Design Basis (SDB), and Minimum Required Strength (MRS) Ratings for Thermoplastic Piping Materials or Pipe" 4. Texas Commission on Environmental Quality (TCEQ) 5. Texas Administrative Code (TAC) 1.02 MEASUREMENT AND PAYMENT A Measurement of pipe installed at depths 8-feet and less by open cut method is on a linear foot basis, measured and complete in place. Measurement will be taken along the center line of the pipe from center line to center line of manholes, except for pipe in casing or augered installation. B Payment includes sewer pipe, excavation, bedding, backfill and special backfill, shoring, earthwork, connections to existing manholes and pipe, stacks, cleanouts, 4/2013 02530 - 2 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS accessories, inspection and testing. Depths beyond 8' will be paid by 2 vertical feet increments. C Refer to Section 02415 — Augering Pipe or Casing for Sewers for measurement and payment of augered sewer pipe. 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 inspection reports, testing reports, and video tape of television inspections as directed by Engineer. C Submit proposed methods, equipment, materials and sequence of operations for Gravity Sanitary Sewer construction. Plan operations to minimize disruption of utilities to occupied facilities or adjacent property. 1.04 QUALITY ASSURANCE A Qualifications. Gravity Sanitary Sewer shall be watertight both in pipe -to -pipe joints and in pipe -to -manhole connections. Perform testing in accordance with this Section and Section 01450 — Testing Laboratory Services. B Regulatory Requirements. 1. Install Gravity Sanitary Sewer to meet the minimum separation distance from any potable water line, as scheduled below. The separation distance is defined as the distance between the outside of the water pipe and the outside of the sewer pipe. When possible, install new Gravity Sanitary Sewers no closer to water lines than 9 feet in all directions. Where this separation distance cannot be achieved, new Gravity Sanitary Sewers shall be installed as specified in this Section. 2. Make notification to the Engineer if water lines are uncovered during Gravity Sanitary Sewer installation where the minimum separation distance cannot be maintained. 3. Lay Gravity Sanitary Sewers lines in straight alignment and grade. 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. 1.06 PRODUCT DELIVERY, STORAGE AND HANDLING A Inspect pipe and fittings upon arrival of materials at the Project Site. 4/2013 02530 - 3 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS B Handle and store pipe materials and fittings to protect them from damage due to impact, shock, shear, or free fall. Do not drag pipe and fittings along the ground. Do not roll pipe unrestrained from delivery trucks. C Use mechanical means to move or handle pipe. Employ acceptable clamps, rope or slings around the outside barrel of pipe and fittings. Do not use hooks, bars, or other devices in contact with the interior surface of the pipe to lift or move lined pipe 2.0 PRODUCTS 2.01 GASKET MATERIAL FOR USE IN POTENTIALLY CONTAMINATED AREAS A Gravity Sanitary Sewer pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, shall have the following Gasket Material for the noted contaminants: CONTAMINANT GASKET MATERIAL REQUIRED Petroleum (diesel, gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacturer 2.02 POLYVINYL CHLORIDE (PVC) PIPE A Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated to migrate into water in quantities considered to be toxic. B Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784. Use compounds qualifying for a rating of 4000 psi for water at 73.4° F per requirements of PPI TR3. Provide pipe which is homogeneous throughout, free of voids, cracks, inclusions, and other defects, uniform as commercially practical in color, density, and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage. All pipe used for gravity sanitary sewer shall be green. C Gaskets: 1. Gaskets shall meet the requirements of ASTM F477. When no contaminant is identified, use elastomeric factory -installed gaskets to make joints flexible and watertight. D Lubricant for rubber-gasketed joints: Water soluble, non -toxic, non -objectionable in taste and odor imparted to fluid, non -supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. 4/2013 02530 - 4 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS E PVC Gravity Sanitary Sewer pipe shall be green in color and shall be in accordance with the provisions in the following table: WALL TYPE MANUFACTURER PRODUCT OPTIONS ASTM DESIGNATION SDR (MAX.)/ STIFFNESS (MIN.) DIAMETER SIZE RANGE Solid J-M Pipe CertainTeed Can -Tex Canon Diamond Approved D 3034 SDR 26 / PS 115 6" to 15" Approved F 679 SDR 26 / PS 115 18" to 48" Approved AWWA C900 DR 18 / N/A*** 4" to 12" Approved AWWA C905 DR 18 / N/A*** 14" to 36" Profile* Contech A-2000** Only when included in the Bid Schedule F 949 N/A / 50 psi 12" to 36" ETI Ultra -Rib F 794 N/A / 46 psi 12" to 48" Lamson Vylon F 794 N/A / 46 psi 21" to 48" * Allowed to be used where there are no service taps. ** Allowed to be used to a maximum depth of 10' only. ***For water -sewer separation requirements unless specifically noted in Bid Schedule. F When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F 679, except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. G For Gravity Sanitary Sewers up to 12 inch diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation, provide minimum 150 psi pressure -rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. H Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477, or ASTM D 3139 and ASTM F 477, shall be provided. Gaskets shall be factory - assembled and securely bonded in place to prevent displacement. The manufacturer shall test a sample from each batch conforming to requirements ASTM D 2444. I Fittings: Provide PVC gravity sanitary sewer bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied, either injection molded or factory fabricated. Saddle -type tees, wye fittings, or solvent welds are not acceptable. 2.03 HIGH DENSITY POLYETHYLENE (HDPE) SOLID AND PROFILE WALL PIPE A Provide HDPE pipe as follows and only when listed as a Bid Item: WALL TYPE MANUFACTURER PRODUCT OPTIONS ASTM DESIGNATION PIPE STIFFNESS (MIN) DIAMETER RANGE (INCHES) Solid Wall Drisco 1000 Drisco 8600 Quail Pipe Approved F 714 115 psi 8 to 10 4/2013 02530 - 5 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Poly Pipe Plexco B Solid wall pipe shall be produced with plain end construction for heat joining (butt fusion) conforming to ASTM D 2657. Utilize controlled temperatures and pressures for joining to produce a fused leak -free joint. C Pipe and Fittings: High density, high molecular weight polyethylene pipe material meeting the requirements of Type III, Class C, Category 5, Grade P34, as defined in ASTM D1248. Material meeting the requirements of cell classification in accordance with ASTM D 3350 are also suitable for making pipe products under these specifications. D Gaskets: 1. Use gaskets meeting requirement of ASTM F 477. Use gasket molded into a circular form or extruded to the proper section and then spliced into circular form. When no contaminant is identified, use gaskets of a properly cured, high-grade elastomeric compound. The basic polymer shall be natural rubber, synthetic elastomer, or a blend of both. E Lubricant. Use a lubricant for assembly of gasketed joints which has no detrimental effect on the gasket or on the pipe, in accordance with manufacturer's recommendations. F Furnish pipe and fittings that are homogeneous throughout and free from visible cracks, holes, foreign inclusions, or other injurious defects. Provide pipe as uniform as commercially practical in color, opacity, density, and other physical properties. 2.04 CENTRIFUGALLY CAST FIBERGLASS PIPE A Manufacturers 1. Pre -approved manufacturer for centrifugally cast fiberglass pipe is Hobas Pipe USA, Inc. B Materials 1. Resin Systems: The manufacturer shall use only polyester resin systems with a proven history of performance in this particular application. The historical data shall have been collected from applications of a composite material of similar construction and composition as the proposed product. 2. Glass Reinforcements: The reinforcing glass fibers used to manufacture the components shall be of highest quality commercial grade glass filaments with binder and sizing compatible with impregnating resins. 3. Fillers: Silica sand or other suitable materials may be used. 4. Additives: Resin additives, such as pigments, dyes, and other coloring agents, if used, shall in no way be detrimental to the performance of the product nor shall they impair visual inspection of the finished products. 5. Rubber Gaskets: Supply from an approved gasket manufacturer in accordance with ASTM F 477, when no contaminant is identified and suitable for the service intended. Gaskets shall either be affixed to the pipe by means of a 4/2013 02530 - 6 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS suitable adhesive or shall be installed in such a manner so as to prevent the gasket from rolling out of the pre-cut groove in the pipe or sleeve coupling. 6. The internal liner resin shall be suitable for service as sewer pipe, and shall be highly resistant to exposure to sulfuric acid as produced by biological activity from hydrogen sulfide gases. Pipe shall meet or exceed requirements of ASTM D 3681. C Pipes 1. Furnish pipes in the diameters specified and within the tolerances specified below. 2. Manufacture pipe by the centrifugal casting process to result in a dense, nonporous, corrosion -resistant, consistent composite structure to meet the operating conditions as shown on the Plans. 3. Do not use stiffening ribs or rings. D Couplings: Unless otherwise specified, the pipe shall be field connected with fiberglass sleeve couplings that utilize elastomeric sealing gaskets as the sole means to maintain joint watertightness. The joints must meet the performance requirements of ASTM D 4161. E Fittings: Flanges, elbows, reducers, tees, and other fittings shall be capable of withstanding operating conditions when installed. They may be contact molded or manufactured from mitered sections ofpipe joined by glass fiber reinforced overlays. F Manhole Connections: Provide a water stop flange (wall pipe) for connection to a cast -in -place manhole base or other structure. G Grout Ports: Provide grout ports in the wall of pipe when required. Provide plugs of 316 stainless steel or other corrosion -resistant material compatible with the pipe. Grout port plugs shall be designed and installed to meet the test pressure of the pipe. H Dimensions 1. Diameters: The actual outside diameter of the pipes shall be in accordance with Table 3 of ASTM D 3262 for Gravity Sanitary Sewers, or ASTM D 3754 for force mains. 2. Lengths: The pipe standard length will be approximately 20 feet. A maximum of 10 percent of the lengths, excluding special order pipes, may be supplied in random lengths. 3. Wall Thickness: The minimum average wall thickness shall be the stated design thickness. The minimum single point thickness shall not be less than 90 percent of the stated design thickness. 4. End Squareness: Pipe ends shall be square to the pipe axis. 5. Tolerance of Fittings: The tolerance of the angle of an elbow and the angle between the main and leg of a wye or tee shall be plus or minus 2 degrees. The tolerance on the laying length of a fitting shall be plus or minus 2 inches. I Stiffness Classes 4/2013 02530 - 7 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Stiffness class of FRP pipe shall satisfy design requirements, but shall not be less than 46 psi, when used in direct bury operation; 36 psi, when installed within a primary tunnel liner. 2. Stiffness class of FRP in a pipe jacking operation shall be governed either by the ring deflection limitations or by a pipe design providing longitudinal strength required by the jacking method and shall satisfy design requirements stated below. Submit design calculations as required in Paragraph 1.05, Submittals. a. Pipe stress calculations based on jacking loads shall be provided by the pipe supplier. b. Ring deflection calculations shall conform to design requirements of 30 TAC Chapter 317.20 pertaining to flexible pipe used in Gravity Sanitary Sewers. The pipe deflection calculations shall ensure that predicted deflection will be less than 5 percent under long-term loading conditions (soil prism load) for the highest density of soil overburden and surcharge loads. Deflection on calculations shall be prepared using long-term (drained) values for soil parameters contained in the geotechnical investigation report for the Project, or other site -specific data obtained by the Contractor as approved by the Engineer. J Testing 1. Pipes shall be tested in accordance with ASTM D 3262 or ASTM D 3754, as applicable, except that the factory hydrostatic pressure testing is not required. 2. Joints: Coupling joints shall be qualified per the tests of Section 7 of ASTM D 4161. K Packaging, Handling, and Shipping 1. Packing, handling, and shipping should be done in accordance with the manufacturer's recommendations. L Installation 1. Install pipe and fittings in accordance with requirements of this Section. 2. The manufacturer must supply a suitable qualified field service representative to be present periodically during the installation of pipe. 3. Pipe Bedding: Conform to requirements of Section 02318 — Excavation and Backfill for Utilities. 4. Pipe Handling: Use textile slings. 5. Jointing a. Clean ends of pipe and coupling components. b. Check pipe ends and couplings for damage. Correct any damage found. c. Coupling grooves must be completely free of dirt. d. Apply joint lubricant to pipe ends and rubber seals of coupling. Use only lubricants approved by the pipe manufacturer. e. Use suitable auxiliary equipment, such as a wire rope puller, to pull joints together. 4/2013 02530 - 8 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS f. Do not exceed forces recommended by the manufacturer for coupling pipe. If excessive force is required, remove coupling, determine source of problem, and correct it. g. In the process of jointing the pipe, do not allow the deflection angle to exceed the deflection permitted by the manufacturer. 6. If pressure grouting of the pipe is conducted as part of a pipe jacked tunnel installation, seal the grout holes with liner resin to a thickness equal to the pipe liner thickness, or with a threaded plug for that purpose. 7. Tests: Conform to requirements of this Section. 2.05 INSPECTIONS A The Engineer reserves the right to inspect pipes or witness pipe manufacturing. Such inspection shall in no way relieve the manufacturer of the responsibilities to provide products that comply with the applicable standards and these Specifications. B Manufacturer's Notification to Customer. Should the Engineer wish to witness the manufacture of specific pipes, the manufacturer shall provide the Engineer with adequate advance notice of when and where the production of those specific pipes will take place. C Failure to Inspect. Approval of the products or tests is not implied by the Engineer's decision not to inspect the manufacturing, testing, or finished pipes. 2.06 TEST METHODS A Conditioning. Conditioning of samples prior to and during tests are subject to approval by the Engineer. When referee tests are required, condition the specimens in accordance with Procedure A in ASTM D 618 at 73.4 degrees F plus or minus 3.6 degrees F (23 degrees C plus or minus 2 degrees C) and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under the same conditions of temperature and humidity unless otherwise specified. B Flattening. Flatten three specimens of pipe, prepared in accordance with Paragraph 2.05A, in a suitable press until the internal diameter has been reduced to 40 percent of the original inside diameter of the pipe. The rate of loading shall be uniform and at 2-inches per minute. The test specimens, when examined under normal light and with the unaided eye, shall show no evidence of splitting, cracking, breaking, or separation of the pipe walls or bracing profiles. C Joint Tightness. Test for joint tightness in accordance with ASTM D 3212, except replace the shear load transfer bars and supports with 6 inch wide support blocks that can be either flat or contoured to conform to the pipe's outer contour. D Purpose of Tests. The flattening and the joint tightness tests are not intended to be routine quality control tests, but rather to qualify pipe to a specified level of performance. 4/2013 02530 - 9 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2.07 MARKING A Mark each standard and random length ofpipe in compliance with these Specifications with the following information: 1. Pipe size 2. Pipe class 3. Production code 4. Material designation 3.0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570 — Trench Safety Systems. B Install and operate dewatering and surface water control measures in accordance with Section 01564 - Control of Ground Water and Surface Water. C Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220 — Site Demolition, as applicable. 3.02 DIVERSION PUMPING A Install and operate required bulkheads, plugs, piping, and diversion pumping equipment to maintain sewage flow and to prevent backup or overflow. Obtain approval for diversion pumping equipment and procedures from the Engineer. B Design piping, joints and accessories to withstand twice the maximum system pressure or 50 psi, whichever is greater. C No sewage shall be diverted into any area outside of the sanitary sewer. D In the event of accidental spill or overflow, immediately stop the overflow and take action to clean up and disinfect spillage. Promptly notify the Engineer so that required reporting can be made to the TCEQ and the Environmental Protection Agency by the Engineer. 3.03 INSPECTION AND TESTING A Acceptance testing of sanitary sewers including: 1. Visual inspection of sewer pipes 2. Mandrel testing for flexible sewer pipes. 3. Leakage testing of sewer pipes. 4. Leakage testing of manholes. B Performance Requirements: 1. Gravity sanitary sewers are required to have a straight alignment and uniform grade between manholes. 4/2013 02530 - 10 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2. Flexible pipe, including "semi -rigid" pipe, is required to show no more than 5 percent deflection. Test pipe no sooner than 30 days after backfilling of a line segment but prior to final acceptance using a standard mandrel to verify that installed pipe is within specified deflection tolerances. 3. Maximum allowable leakage for Infiltration or Exfiltration a. The total exfiltration, as determined by a hydrostatic head test, shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours at a minimum test head of 2 feet above the crown of the pipe at the upstream manhole or 2 feet above the groundwater elevation, whichever is greater. b. When pipes are installed more than 2 feet below the groundwater level, an infiltration test shall be used in lieu of the exfiltration test. The total infiltration shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours. Groundwater elevation must be at least 2 feet above the crown of the pipe at the upstream manhole. c. Refer to Table 2530-1, Water Test Allowable Leakage, at the end of the Section, for measuring leakage in sewers. Perform leakage testing to verify that leakage criteria are met. 4. Perform air testing in accordance with requirements of this Section and the Texas Natural Resources Conservation Commission requirements. Refer to Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, Table 02530-3, Minimum Testing Times for Low Pressure Air Test, and Table 02530-4, Vacuum Test Time Table, at the end of this Section. C Gravity Sanitary Sewer Quality Assurance: 1. Repair, correct, and retest manholes or sections of pipe which fail to meet specified requirements when tested. 2. Provide testing reports and video tape of television inspection as directed by Engineer. 3. Upon completion of tape reviews by Engineer, Contractor will be notified regarding final acceptance of the sewer segment. D Sequencing and Scheduling: 1. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed sewer remains untested at any one time. 2. Coordinate testing schedules with Engineer. Perform testing under observation of Engineer. E Deflection Mandrel: 1. Mandrel Sizing. The rigid mandrel shall have an outside diameter (O.D.) equal to 95 percent of the inside diameter (I.D.) of the pipe. The inside diameter of the pipe, for the purpose of determining the outside diameter of the mandrel, shall be the average outside diameter minus two minimum wall thicknesses for O.D. controlled pipe and the average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing. 2. Mandrel Design. The rigid mandrel shall be constructed of a metal or a rigid plastic material that can withstand 200 psi without being deformed. The 4/2013 02530 - 11 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS mandrel shall have nine or more "runners" or "legs" as long as the total number of legs is an odd number. The barrel section of the mandrel shall have a length of at least 75 percent of the inside diameter of the pipe. The rigid mandrel shall not have adjustable or collapsible legs which would allow a reduction in mandrel diameter during testing. A proving ring shall be provided and used for modifying each size mandrel. 3. Proving Ring. Furnish a "proving ring" with each mandrel. Fabricate the ring of 1/2 inch thick, 3-inch-wide bar steel to a diameter 0.02 inches larger than approved mandrel diameter. 4. Mandrel Dimensions (5 percent allowance). Average inside diameter and minimum mandrel diameter are specified in Table 02530-5, Pipe vs. Mandrel Diameter, at the end of this Section. Mandrels for higher strength, thicker wall pipe or other pipe not listed in the table may be used when approved by the Engineer. F Exfiltration Test: 1. Water Meter: Obtain a transient water meter from the City for use when water for testing will be taken from the City system. Conform to City requirements for water meter use. 2. Test Equipment: a. Pipe plugs. b. Pipe risers where the manhole cone is less than 2 feet above highest point in pipe or service lead. G Infiltration Test: 1. Test Equipment: a. Calibrated 90 degree V-notch weir. b. Pipe plugs. H Low Pressure Air Test: 1. Minimum Requirement for Equipment: a. Control panel. b. Low-pressure air supply connected to control panel. c. Pneumatic plugs: Acceptable size for diameter of pipe to be tested; capable of withstanding internal test pressure without leaking or requiring external bracing. d. Air hoses from control panel to: 1) Air supply. 2) Pneumatic plugs. 3) Sealed line for pressuring. 4) Sealed line for monitoring internal pressure. 2. Testing Pneumatic Plugs: Place a pneumatic plug in each end of a length of pipe on the ground. Pressurize plugs to 25 psig; then pressurize sealed pipe to 5 psig. Plugs are acceptable if they remain in place against the test pressure without external aids. I Ground Water Determination: 4/2013 02530 - 12 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1. Equipment: Pipe probe or small diameter casing for ground water elevation determination. J Visual Inspection: 1. Check pipe alignment visually by flashing a light between structures. Verify if alignment is true and no pipes are misplaced. In case of misalignment or damaged pipe, remove and re -lay or replace pipe segment. K Mandrel Testing: 1. Perform deflection testing on flexible and semi -rigid pipe to confirm pipe has no more than 5 percent deflection. Mandrel testing shall conform to ASTM D 3034. Perform testing no sooner than 30 days after backfilling of line segment, but prior to final acceptance testing of the line segment. 2. Pull the approved mandrel by hand through sewer sections. Replace any section of sewer not passing the mandrel. Mandrel testing is not required for stubs. 3. Retest repaired or replaced sewer sections. Leakage Testing: 1. Test Options: a. Test Gravity Sanitary Sewer pipes for leakage by either exfiltration or infiltration methods, as appropriate, or with low pressure air testing. b. Test new or rehabilitated sanitary sewer manholes with water or low pressure air. Manholes tested with low pressure air shall undergo a physical inspection prior to testing. c. Leakage testing shall be performed after backfilling of a line segment, and prior to tie-in of service connections. d. If no installed piezometer is within 500 feet of the sewer segment, Contractor shall provide a temporary piezometer for this purpose. 2. Compensating for Ground Water Pressure: a. Where ground water exists, install a pipe nipple at the same time sewer line is placed. Use a 1/2-inch capped pipe nipple approximately 10 inches long. Make the installation through manhole wall on top of the sewer line where line enters manhole. b. Immediately before performing line acceptance test, remove cap, clear pipe nipple with air pressure, and connect a clear plastic tube to nipple. Support tube vertically and allow water to rise in the tube. After water stops rising, measure height in feet of water over invert of the pipe. Divide this height by 2.3 feet/psi to determine the ground water pressure to be used in line testing. 3. Exfiltration test: a. Determine ground water elevation. b. Plug sewer in downstream manhole. c. Plug incoming pipes in upstream manhole. d. Install riser pipe in outgoing pipe of upstream manhole if highest point in service lead (house service) is less than 2 feet below bottom of manhole cone. 4/2013 02530 - 13 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS e. Fill sewer pipe and manhole or pipe riser, if used, with water to a point 2-1/2 feet above highest point in sewer pipe, house lead, or ground water table, whichever is highest. f. Allow water to stabilize for one to two hours. Take water level reading to determine drop of water surface, in inches, over a one -hour period, and calculate water loss (1 inch of water in 4 feet diameter manhole equals 8.22 gallons) or measure the quantity of water required to keep water at same level. Loss shall not exceed that calculated from allowable leakage according to Table 02530-1 at the end of this Section. 4. Infiltration test: Ground water elevation must be not less than 2.0 feet above highest point of sewer pipe or service lead (house service). a. Determine ground water elevation. b. Plug incoming pipes in upstream manhole. c. Insert calibrated 90 degree V-notch weir in pipe on downstream manhole. d. Allow water to rise and flow over weir until it stabilizes. e. Take five readings of accumulated volume over a period of 2 hours and use average for infiltration. The average must not exceed that calculated for 2 hours from allowable leakage according to the Table 02530-1 at the end of this Section. 5. Low Air Pressure Test: When using this test conform to ASTM C 828, ASTM C 924, or ASTM F 1417, as applicable, with holding time not less than that listed in Table 02530-2. a. Air testing for sections of pipe shall be limited to lines less than 36- inch average inside diameter. b. Lines 36-inch average inside diameter and larger shall be tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch during a joint test shall be 10 seconds, regardless of pipe size. c. For pipe sections less than 36-inch average inside diameter: 1) Determine ground water level. 2) Plug both ends of pipe. For concrete pipe, flood pipe and allow 2 hours to saturate concrete. Then drain and plug concrete pipe. 3) After a manhole -to -manhole section of sanitary sewer main has been sliplined and prior to any service lines being connected to new liner, plug liner at each manhole with pneumatic plugs. 4) Pressurize pipe to 4.0 psig. Increase pressure 1.0 psi for each 2.3 feet of ground water over highest point in system. Allow pressure to stabilize for 2 to 4 minutes. Adjust pressure to start at 3.5 psig (plus adjustment for ground water table). Refer to Table 02530-2 at the end of this Section. 5) To determine air loss, measure the time interval for pressure to drop to 2.5 psig. The time must exceed that 4/2013 02530 - 14 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS listed in the Table 02530-2 at the end of this Section for pipe diameter and length. For sliplining, use diameter of carrier pipe. 6. Retest: Any section of pipe which fails to meet requirements shall be repaired and retested. M Test Criteria Tables 1. Exfiltration and Infiltration Water Tests: Refer to Table 02530-1, Water Test Allowable Leakage, at the end of this Section. 2. Low Pressure Air Test: a. Times in Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, at the end of this Section, are based on the equation from TCEQ Design Criteria for Sewerage Systems: 317.2(a)(4)(B). T = 0.0850(D)(K)/(Q) Where: T = Time for pressure to drop 1.0 pounds per square inch gauge in seconds K = 0.000419 DL, but not less than 1.0 D = Average inside diameter in inches L = Length of line of same pipe size in feet Q = Rate of loss, 0.0015 ft3/min./sq. ft. internal surface b. Since a K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as given in Table 02732-3, Minimum Testing Times for Low Pressure Air Test. Notes: 1 When two sizes of pipe are involved, the time shall be computed by the ratio of lengths involved. 2. Line with a 27-inch average inside diameter and larger may be air tested at each joint. 3. Lines with an average inside diameter greater than 36 inches must be air tested for leakage at each joint 4. If the joint test is used, a visual inspection of the joint shall be performed immediately after testing. 5. For joint test, the pipe is to be pressurized to 3.5 psi greater than the pressure exerted by groundwater above the pipe. Once the pressure has stabilized, the minimum times allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge shall be 10 seconds. N Leakage Testing for Manholes 4/2013 02530 - 15 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1. After completion of manhole construction, wall sealing, or rehabilitation, but prior to backfilling, test manholes for water tightness using hydrostatic or vacuum testing procedures. 2. Plug influent and effluent lines, including service lines, with suitably -sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer's safety and installation recommendations. Place plugs a minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged if lines entering manhole have not been backfilled. 3. Vacuum testing: a. Install vacuum tester head assembly at top access point of manhole and adjust for proper seal on straight top section of manhole structure. Following manufacturer's instructions and safety precautions, inflate sealing element to the recommended maximum inflation pressure; do not over -inflate. b. Evacuate manhole with vacuum pump to 10 inches mercury (Hg), disconnect pump, and monitor vacuum for the time period specified in Table 02530-4, Vacuum Test Time Table. c. If the drop in vacuum exceeds 1 inch Hg over the specified time period tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 4. Hydrostatic exfiltration testing shall be performed as follows: a. Seal wastewater lines coming into the manhole with an internal pipe plug. Then fill the manhole with water and maintain it full for at least one hour. b. The maximum leakage for hydrostatic testing shall be 0.025 gallons per foot diameter per foot of manhole depth per hour. c. If water loss exceeds amount tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 3.04 BACKFILL A Backfill and compact soil in accordance with Section 02318 — Excavation and Backfill for Utilities. B Backfill the trench in specified lifts only after pipe installation is approved by the Engineer. 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. 4/2013 02530 - 16 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 3.06 PROTECTION OF THE WORK A Maintain gravity sanitary sewer installations in good condition until completion of the work. Table 02530-1 WATER TEST ALLOWABLE LEAKAGE DIAMETER OF RISER OR STACK IN INCHES VOLUME PER INCH OF DEPTH ALLOWANCE LEAKAGE* INCH GALLONS PIPE SIZE IN GALLONS/MINUTE PER 100 FT. INCHES 1 0.7854 .0034 6 0.0039 2 3.1416 .0136 8 0.0053 2.5 4.9087 .0212 10 0.0066 3 7.0686 .0306 12 0.0079 4 12.5664 .0306 15 0.0099 5 19.6350 .0544 18 0.0118 6 28.2743 .1224 21 0.0138 8 50.2655 .2176 24 0.0518 27 0.0177 30 0.0197 36 0.0237 42 0.0276 For other diameters, multiply square of diameters by value for 1" diameter Equivalent to 50 gallons per inch inside diameter per mile per 24 hours * Allowable leakage rate shall be reduced to 10 gallons per inch of inside diameter per mile per 24 hours, when sewer is identified as located within the 25-year flood plain. 4/2013 02530 - 17 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-2 ACCEPTANCE TESTING FOR SANITARY SEWERS TIME ALLOWED FOR PRESSURE LOSS FROM 3.5 PSIG TO 2.5 PSIG Pipe Diam (in) Min. Time min:sec (min:sec) Length for Min. Time ft O Time for Longer Length (sec) Specification Time for Length (L) Shown (min:sec) 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 500 ft 550 ft 600 ft 6 5:40 398 0.8548 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:25 7:07 7:50 8:33 8 7:33 298 1.5196 7:33 7:33 7:33 7:33 7:36 8:52 10:08 11:24 12:40 13:36 15:12 10 9:27 239 2.3743 9:27 9:27 9:27 9:54 11:52 13:51 15:50 17:48 19:47 21:46 23:45 12 11:20 199 3.4190 11:20 11:20 11:20 14:15 17:06 19:57 22:48 25:39 28:30 31:20 34:11 15 14:10 159 5.3423 14:10 14:10 17:48 22:16 26:43 31:10 35:37 40:04 44:31 48:58 53:25 18 17:00 133 7.6928 17:00 19:14 25:39 32:03 38:28 44:52 51:17 57:42 64:06 70:31 76:56 21 19:50 114 10.4708 19:50 26:11 34:54 43:38 52:21 61:05 69:48 78:32 87:15 95:59 104:42 24 22:40 99 13.6762 22:48 34:11 45:35 56:59 68:23 79:47 91:10 102:34 113:58 125:22 136:46 27 25:30 88 17.3089 28:51 43:16 57:42 72:07 86:33 100:58 115:24 129:49 144:14 158:40 173:05 30 28:20 80 21.3690 35:37 53:37 71:14 89:02 106:51 124:39 142:28 160:16 178:05 195:53 213:41 33 31:10 72 25.8565 43:06 64:38 86:11 107:44 129:17 150:50 172:23 193:55 215:28 237:01 258:34 Table 02530-3 MINIMUM TESTING TIMES FOR LOW PRESSURE AIR TEST PIPE DIAMETER (INCHES) MINIMUM TIME (SECONDS) LENGTH FOR MINIMUM TIME (FEET) TIME FOR LONGER LENGTH (SECONDS) 6 340 398 0.855 (L) 8 454 298 1.520 (L) 10 567 239 2.374 (L) 12 680 199 3.419 (L) 15 850 159 5.342 (L) 18 1020 133 7.693 (L) 21 1190 114 10.471 (L) 24 1360 100 13.676 (L) 27 1530 88 17.309 (L) 30 1700 80 21.369 (L) 33 1870 72 25.856 (L) 4/2013 02530 - 18 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-4 VACUUM TEST TIME TABLE DEPTH IN FEET TIME IN SECONDS BY PIPE DIAMETER 48" 60" 72" 4 10 13 16 8 20 26 32 12 30 39 48 16 40 52 64 20 50 65 80 24 60 78 96 * 5.0 6.5 8.0 *Add T times for each additional 2-foot depth. (The values listed above have been extrapolated from ASTM C 924-85) 4/2013 02530 - 19 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-5 PIPE VS. MANDREL DIAMETER MATERIAL AND WALL CONSTRUCTION NOMINAL SIZE (INCHES) AVERAGE I.D. (INCHES) MINIMUM MANDREL DIAMETER (INCHES) PVC -Solid (SDR 26) 6 5.764 5.476 8 7.715 7.329 10 9.646 9.162 PVC -Solid (SDR 35) 12 11.737 11.150 15 14.374 13.655 18 17.629 16.748 21 20.783 19.744 24 23.381 22.120 27 26.351 25.033 PVC -Profile (ASTM F 794) 12 11.740 11.153 15 14.370 13.652 18 17.650 16.768 21 20.750 19.713 24 23.500 22.325 27 26.500 25.175 30 29.500 28.025 36 35.500 33.725 42 41.500 39.425 48 47.500 45.125 HDPE-Profile 18 18.000 17.100 21 21.000 19.950 24 24.000 22.800 27 27.000 25.650 30 30.000 28.500 36 36.000 34.200 42 42.000 39.900 48 48.000 45.600 54 54.000 51.300 60 60.000 57.000 Fiberglass -Centrifugally Cast (Class SN 46) 12 12.85 11.822 18 18.66 17.727 20 20.68 19.646 24 24.72 23.484 30 30.68 29.146 36 36.74 34.903 42 42.70 40.565 48 48.76 46.322 54 54.82 52.079 60 60.38 57.361 END OF SECTION 4/2013 02530 - 20 of 20 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS Section 02531 SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of service stubs on new sanitary sewers serving areas where sanitary sewer service did not previously exist. B Reconnection of existing service rehabilitated sanitary sewers. connections along parallel, replacement, C References to Technical Specifications: 1. Section 01350 2. Section 01760 3. Section 01500 4. Section 01570 5. Section 01564 6. Section 02318 7. Section 02530 — 8. Section 01140 — D Referenced Standards: 1. — Submittals — Project Record Documents — Temporary Facilities and Controls — Trench Safety System — Control of Ground Water and Surface Water — Excavation and Backfill for Utilities Gravity Sanitary Sewers Contractor's Use of Premises or American Society for Testing and Materials (ASTM) a. ASTM D 1784, "Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings" c. ASTM D 3212, "Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" 1.02 MEASUREMENT AND PAYMENT A Measurement for single, near -side service leads is on a per each basis, complete in place. B Measurement for double, near -side service leads is on a per each basis, completed in place. C Measurement for single, far -side service leads is on a per each basis, complete in place. D Measurement for double, far -side service leads is on a per each basis, complete in place. 02/2008 02531 - 1 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS E Payment for service leads includes service connections, couplings, clean -outs, adapters, disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. F Measurement for sanitary sewer stacks up to 3 vertical feet is on a per each basis, complete in place. Payment includes riser pipe, service connections, couplings, clean - outs, adapters, disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. G Measurement for extra depth sanitary sewer stacks greater than 3 vertical feet is on a vertical foot basis from the top of the receiving sewer to the invert of the service connection, measured and complete in place. Payment includes excavation, pipe, bedding, and backfill for that portion of the stack in excess of 3 feet. H Measurement for sanitary sewer service reconnections with stacks located within 5 feet of the sanitary sewer main centerline shall be per each reconnection, complete in place. I Measurement for sanitary sewer service reconnections without stacks located within 5 feet of the sanitary sewer main centerline shall be per each reconnection, complete in place. J Payment for sanitary sewer service reconnections includes include service connections, couplings, clean -outs, adapters disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. K Augered pipe for service leads will be paid as provided in Section 02415 — Augering Pipe or Casing for Sewer. L One or more connections discharging into a common point are considered one service connection. The Contractor shall not add service reconnections without approval of the Engineer. The Engineer may require reconnections to be moved or relocated to avoid having more than two single family units per reconnection. M Measurement for abandonment of service connection is on a per each basis. No additional payment will be made for abandonment of service connection unless excavation is required beyond new or replacement sewer or service lead trench zone. No separate payment will be made for excavation of sanitary sewer services within the new or replacement sewer trench. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit product data for each pipe product, fitting, coupling and adapter. C Submit field red lines documenting location of sanitary sewer stubs and reconnections as installed, referenced to survey Control Points, under the provisions of Section 01760 02/2008 02531 - 2 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS — Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. Record the exact distance from each service connection to the nearest downstream manhole. 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 PVC SERVICE CONNECTION A As stubouts, use PVC sewer pipe, 4-inch through 10-inch, conforming to ASTM D 1784 and ASTM D 3034, with a cell classification of 12454-B. The SDR (ratio of diameter to wall thickness) shall be 26 for pipe 10 inches in diameter or less. B PVC pipe shall be gasket jointed with gasket conforming to ASTM D3212. C Provide service connection pipe in sizes shown on the Plans. For reconnection of existing services, select service connection pipe diameter to match existing service diameter. D Provide a 6-inch service connection when more than one service discharges into a single pipe. E Connect service pipes to new parallel or replacement sewer mains with prefabricated, full-bodied tee or wye fittings conforming to specifications for the sewer main pipe material as specified in other Sections for all sewers up to 18 inches in diameter. F Where new sewers are installed using pipe augering or tunneling, or where the new sewer is greater than 18 inches in diameter, use Fowler "Inserta-Tee" to connect the service to the new sewer main. 2.02 PIPE SADDLES A Use pipe saddles only on rehabilitated sanitary sewer mains. Comply with Paragraph 2.01E for new parallel and replacement sanitary sewer mains. 02/2008 02531 - 3 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 2.03 COUPLINGS AND ADAPTERS A For connection between new PVC pipe stubout and existing service; 4-, 6-, or 8-inch diameter, use flexible adapter coupling consisting of a neoprene gasket and stainless steel shear ring, with 1/2-inch stainless steel band clamps: 1. Fernco Pipe Connectors, Inc., Series 1055 with shear ring SR-8; 2. Band Seal by Mission Rubber Co., Inc.; 3. Approved equal. B For connection between new PVC pipe stub out and new service, use rubber-gasketed adapter coupling: 1. GPK Products, Inc., IPS & Sewer Adapter. 2. Approved Equal. 2.04 STACKS A Provide stacks for service connections wherever the crown of the sewer is 8 feet or more below finished grade. B Construct stacks of the same material as the sanitary sewer and as shown on the Plans. C Provide stacks of the same nominal diameter at the sanitary service line. 2.05 CLEAN -OUTS A Install clean -outs at property line on each service connection as shown in detail on the Plans. 2.06 PLUGS AND CAPS A Seal the upstream end of unconnected sewer service stubs with rubber gasketed plugs or caps of the same pipe type and size. Provide plugs or caps by GPK Products, Inc., or equal. 3.0 EXECUTION 3.01 PERFORMANCE REQUIREMENTS A Accurately field locate service connections, whether in service or not, as pipe laying progresses from downstream to upstream. B Properly disconnect existing connections from the sewer and reconnect to the new sewer, as described in this Section. C Reconnect service connections, including those that go to unoccupied or abandoned buildings, unless directed otherwise by the Engineer. Plug the service connection at the R.O.W. for vacant lots. 02/2008 02531 - 4 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS D Connect services 8 inches in diameter and larger to the sewer by construction of a manhole. 3.02 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570 — Trench Safety System. 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 Provide a minimum of 48 hours notice to customers whose sanitary sewer service will potentially be interrupted. D Schedule Work so that reconnection of service lines can be completed within 24 hours after disconnection. E Where sewers are existing, field locate existing service connections, whether in service or not. Use existing service locations for reconnection of service lines to new liner or new sanitary sewer main. F For new parallel and replacement sanitary sewer mains, complete testing and acceptance of downstream sewers as applicable. 3.03 EXCAVATION AND BACKFILL A Excavate and backfill in accordance with Section 02318 — Excavation and Backfill for Utilities. 3.04 RECONNECTION ON NEW SEWER A Install the new service connection on the new sanitary sewer main for each service connection. B Remove and replace cracked, offset or leaking service line for up to 5 feet, measured horizontally, from the centerline of the new sanitary sewer main. C Make up the connection between the new main and the existing service line using PVC sewer pipe and approved couplings, as shown on the Plans. D Test service connections before backfilling. E Embed the service connection and service line as specified for the new sanitary sewer main at this location, and as shown on the Plans. Place and compact trench zone backfill in compliance with Section 02318 — Excavation and Backfill for Utilities. 02/2008 02531 - 5 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 3.05 INSTALLATION OF NEW SERVICE LEADS A Install the new service connections on the new sanitary sewer main for each service connection. Provide the length of stub indicated on the Plans. Install plug or cap on the upstream end of the service stub as needed. B Test service connections before backfilling. C Embed the service connection and service line as specified for the new sanitary sewer main at this location, and as shown on the Plans. Place and compact trench zone backfill in compliance with Section 02318 — Excavation and Backfill for Utilities. 3.06 FIELD QUALITY CONTROL A Test service reconnections and service stubs. Follow applicable procedures given in Section 02530 — Gravity Sanitary Sewers. 3.07 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. 3.08 PROTECTION OF THE WORK A Protect and maintain all installations good condition until completion of Work. B Replace installations by Contractor's operations at no cost to Owner. C Do not allow sand, debris or runoff to enter sewer system. END OF SECTION 02/2008 02531 - 6 of 6 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE Section 02532 HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A High Density Polyethylene (HDPE) pipe for gravity sewers and drains, including fittings. B HDPE pipe for sanitary sewer force mains, including fittings. C References to Technical Specifications: 1. Section 01200 — Measurement and Payment Procedures 2. Section 01350 — Submittals 3. Section 02630 — Storm Sewers 4. Section 02530 — Gravity Sanitary Sewers D Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM F 714, "Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter" b. ASTM D 2657, "Standard Practice for Heat Fusion Joining and Polyolefin Pipe and Fittings" c. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" d. ASTM'D 350, "Standard Test Method for Flexible Treated Sleeving Used for Electrical Insulation" e. ASTM F 477, "Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe" f. ASTM D 618, "Standard Practice for Conditioning Plastics for Testing" g. ASTM D 3212, "Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" 1.02 MEASUREMENT AND PAYMENT A Unless indicated 8 a Bid Item, no separate payment will be made for HDPE pipe under this Section. Include cost in Bid Items for gravity sanitary sewers and storm sewers. B If HDPE pipe 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. 07/2006 02532 - 1 of 4 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit Shop Drawings showing design of pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details. C Submit product quality, material sources, and field quality information in accordance with this Section. 1.04 PRODUCT QUALITY CONTROL A Provide the manufacturer's certificate of conformance to the Technical Specifications. 2.0 PRODUCTS 2.01 APPROVED AND PREAPPROVED PRODUCTS A Provide HDPE pipe as follows: WALL TYPR MANUFACTURER PRODUCT OPTIONS ASTNI DESIGNATION PIPE STIFFNESS (MIN) DIAMETER RANGE (INCHES) Solid Wall Drisco 1000 Drisco 8600 Quail Pipe Poly Pipe Plexco Approved F 714 115 psi 8 to 10 46 psi 12 to 48 B Solid wall pipe shall be produced with plain end construction for heat joining (butt fusion) conforming to ASTM D 2657. Utilize controlled temperatures and pressures for joining to produce a fused leak -free joint. 2.02 MATERIALS A Pipe and Fittings: High density, high molecular weight polyethylene pipe material meeting the requirements of Type II I, Class C, Category 5, Grade P34, as defined in ASTM D 1248. Material meeting the requirements of cell classification in accordance with ASTM D 350 are also suitable for making pipe products under these specifications. B Gaskets 1. Use gaskets meeting requirement of ASTM F 477. Use gasket molded into a circular form or extruded to the proper section and then spliced into circular form. When no contaminant is identified, use gaskets of a properly cured, high-grade elastomeric compound. The basic polymer shall be natural rubber, synthetic elastomer, or a blend of both. 07/2006 02532 - 2 of 4 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE 2. Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, shall have the following gasket materials for the noted contaminants: CONTAMINANT GASKET MATERIAL REQUIRED Petroleum (diesel, gasoline) Nitrile Rubber Other Contaminants As recommended by the pipe manufacturer C Lubricant. Use a lubricant for assembly of gasketed joints which has no detrimental effect on the gasket or on the pipe, in accordance with manufacturer's recommendations. 2.03 WORKMANSHIP A Furnish pipe and fittings that are homogeneous throughout and free from visible cracks, holes, foreign inclusions, or other injurious defects. Provide pipe as uniform as commercially practical in color, opacity, density, and other physical properties. 2.04 INSPECTIONS A The Engineer reserves the right to inspect pipes or witness pipe manufacturing. Such inspection shall in no way relieve the manufacturer of the responsibilities to provide products that comply with the applicable standards and these Specifications. B Manufacturer's Notification to Customer. Should the Engineer wish to witness the manufacture of specific pipes, the manufacturer shall provide the Engineer with adequate advance notice of when and where the production of those specific pipes will take place. C Failure to Inspect. Approval of the products or tests is not implied by the Engineer's decision not to inspect the manufacturing, testing, or finished pipes. 2.05 TEST METHODS A Conditioning. Conditioning of samples prior to and during tests are subject to approval by the Engineer. When referee tests are required, condition the specimens in accordance with Procedure A in ASTM D 618 at 73.4 degrees F plus or minus 3.6 degrees F (23 degrees C plus or minus 2 degrees C) and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under the same conditions of temperature and humidity unless otherwise specified. B Flattening. Flatten three specimens of pipe, prepared in accordance with Paragraph 2.05A, in a suitable press until the internal diameter has been reduced to 40 percent of the original inside diameter of the pipe. The rate of loading shall be uniform and at 2- inches per minute. The test specimens, when examined under normal light and with 07/2006 02532 - 3 of 4 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE the unaided eye, shall show no evidence of splitting, cracking, breaking, or separation of the pipe walls or bracing profiles. C Joint Tightness. Test for joint tightness in accordance with ASTM D 3212, except replace the shear load transfer bars and supports with 6-inch-wide support blocks that can be either flat or contoured to conform to the pipe's outer contour. D Purpose of Tests. The flattening and the joint tightness tests are not intended to be routine quality control tests, but rather to qualify pipe to a specified level of performance. 2.06 MARKING A Mark each standard and random length of pipe meeting the requirements of this Section with the following information: 1. Pipe size 2. Pipe class 3. Production code 4. Material designation 3.0 EXECUTION 3.01 INSTALLATION A Conform to requirements of the following Sections: 1. Section 02630 — Storm Sewers 2. Section 02530 — Gravity Sanitary Sewers B All HDPE installations shall be bedded and backfilled to top or pipe zone with cement stabilized sand. C All HDPE pipe must terminate in manholes, concrete headwalls, or safety and treatment structures. D Install pipe in accordance with the manufacturer's recommended installation procedures. END OF SECTION 07/2006 02532 - 4 of 4 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER Section 02532W HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER 1.00 GENERAL 1.01 SECTION INCLUDES A. Furnish labor, materials, equipment and incidentals necessary to install polyethylene pipe, and complete installation in accordance with the Contract Documents. The finished pipe shall be continuous over the entire length of the water line between fittings and be free from defects. B. Domestic water piping shall be approved by the Underwriters Laboratory and shall be accepted by the State Fire Insurance Commission for use in water distribution systems. HDPE water pipe shall bear the seal of approval (or "NSF" mark) of the National Sanitation Foundation Testing Laboratory for potable water pipe. C. References to Technical Specifications: 1. Section 01200 — Measurement and Payment Procedures 2. Section 01350 — Submittals 3. Section 02510 — Water Mains D. Standards: Comply with local governing regulations if more stringent than specified herein. Piping shall meet the following standards and shall be a part of this Section as if written here in their entirety. 1. American Society for Testing and Materials (ASTM) Standards: a. ASTM F1473, Test Method for Notch Tensile Test to Measure the Resistance to Slow Crack Growth of Polyethylene Pipes and Resins b. ASTM D2122, Determining Dimensions of Thermoplastic Pipe and Fittings c. ASTM F2620, Standard Practice for Heat Fusion Joining of Polyethylene Pipe and Fittings d. ASTM D2837, Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials e. ASTM D3035, Specification for Polyethylene (PE) Plastic Pipe (SDR- PR) Based on Controlled Outside Diameter (up to 3-Inch IPS) f. ASTM D3350, Specification for Polyethylene Plastics Pipe and Fittings Material g. ASTM F714, Specification for Polyethylene (PE) Plastic Pipe (SDR- PR) Based on Outside Diameter (4-Inch IPS and larger) 2. American Water Works Association (AWWA) Standards: a. AWWA C906, Polyethylene (PE) Pressure Pipe and Fittings, 4 through 64 Inches, for Water Distribution b. AWWA M55, Polyethylene (PE) Pipe Design and Installation 04/2014 02532W - 1 of 5 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for HDPE pipe under this Section. Include cost in Bid Items for water mains. B. If HDPE pipe 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 Shop Drawings showing design of pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details. C. Submit product quality, material sources, and field quality information in accordance with this Section. 1.04 QUALITY ASSURANCE A. Polyethylene pipe jointing shall be performed by personnel trained in the use of the therrual butt -fusion equipment and recommended methods for new pipe connections. Personnel directly involved with installing the new pipe shall have received training in the proper methods for handling and installing the polyethylene pipe. Training shall be perforrued by a qualified representative of the pipe manufacturer. The Contractor shall maintain records of trained personnel, and shall certify that training was received not more than 12 months before commencing construction. 1.05 DELIVERY AND STORAGE A. Transport, handle, and store pipe and fittings as recommended by manufacturer. B. If new pipe and fittings become damaged before or during installation, it shall be repaired as recommended by the manufacturer or replaced as required by the Owner's Project Representative at the Contractor's expense, before proceeding further. C. Deliver, store, and handle other materials as required to prevent damage. 2.00 PRODUCTS 2.01 MATERIALS A. Pipe: Polyethylene Plastic Pipe shall be high density polyethylene pipe (HDPE). 1. Solid wall high density polyethylene for pressure water pipe shall meet the requirements of AWWA C906 "Polyethylene (PE) Pressure Pipe and Fittings, 4 through 64 Inches, for Water Distribution" (Ductile Iron Pipe Sizing). 04/2014 02532W - 2 of 5 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER B. All pipe shall be made of virgin material. No rework except that obtained from the manufacturer's own production of the same formulation shall be used. 1. The pipe shall be homogenous throughout and shall be free of visible cracks, holes, foreign material, blisters, or other deleterious faults. 2. Dimension Ratios: The minimum wall thickness of the polyethylene pipe shall meet the following: a. Pressure Applications: AWWA C906 DR-11 Pressure Class 160. 3. All HDPE shall be carbon black or solid gray stabilized throughout the structural wall for ultra -violet protection. The pipe shall have a near white inside diameter to facilitate future TV inspection. C. Bends and Fittings: ANSI A21.10, ductile iron; ANSI A21.11 single rubber gasket push -on type joint; minimum 150 psi pressure rating. D. Coatings and Linings: Conform to requirements of Section 02634 — Ductile Iron Pipe and Fittings. 2.02 MATERIALS TEST A. Tests for compliance with this Section shall be made as specified herein and in accordance with the applicable ASTM Specification. A certificate of compliance with ISO 9000 shall be furnished, by the manufacturer for all material furnished under this Section. Polyethylene plastic pipe and fittings may be rejected for failure to meet any of the requirements of this Section. 3.00 EXECUTION 3.01 HANDLING A. The joints shall be handled near the middle with wide web slings and spreader bars. Rope slings also work well with straight lengths. The use of chains, end hooks or cable slings that may scar the pipe are not perrnitted. The following procedures shall be observed when handling HDPE pipe. 1. Always stack the heaviest series of pipe at the bottom. 2. Protect the pipe from sharp edges when overhanging the bed of a truck or trailer by placing a smooth, rounded protecting strip on the edge of the bed. 3. The load should be anchored securely to prevent slippage. B. Lengths of small -diameter, lightweight pipe can be unloaded manually. C. Pipe applications shall normally be handled by: 1. Unloading the pipe from the truck in a row along the side of the installation area and moving the fusion unit along the row of joints. 2. Stacking the pipe beside the fusion unit and trailing the pipe out after fusion, then dragging the long length of pipe into place for installation. It is suggested that as the pipe is fused and moved through the fusion machine, additional joints of pipe should be placed in the moveable jaw side of the machine for 04/2014 02532W - 3 of 5 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER each subsequent fusion. This prevents the hydraulic system of the machine from having to pull the previously fused long length. D. Dragging the pipe into place is permitted provided the pipe isn't damaged from sharp rocks or excessive abrasion created by pulling the pipe great distances. 3.02 PIPE JOINING A. The polyethylene pipe shall be assembled and joined at the Site using the thermal butt -fusion method to provide a leak proof joint. Threaded or solvent -cement joints and connections are not permitted. All equipment and procedures used shall be in strict compliance with the manufacturer's recommendations. Fusing shall be accomplished by personnel certified as fusion technicians by a manufacturer of polyethylene pipe and/or fusing equipment. B. The butt -fused joint shall be in true alignment and shall have uniform roll -back beads resulting from the use of proper temperature and pressure. The joint shall be allowed adequate cooling time before removal of pressure. When cool, all weld beads shall then be removed from the inside surface such that the joint surfaces shall be smooth. The fused joint shall be watertight and shall have a tensile strength equal to that of the pipe. All joints shall be subject to acceptance by the Owner's Project Representative. All defective joints shall be cut out and replaced at no cost to the Owner. Any section of the pipe with a gash, blister, abrasion, nick, scar or other deleterious fault greater in depth than 10 percent of the wall thickness, shall not be used and must be removed from the Site. However, a defective area of the pipe may be cut out and the joint fused in accordance with the procedures stated above. In addition, any section of pipe having other defects such as concentrated ridges, discoloration, excessive spot roughness, pitting, variable wall thickness or any other defect of manufacturing or handling as determined by the Owner's Project Representative shall be discarded and not used. 3.03 BENDING PIPE A. HDPE may be cold -bent to a minimum radius of 40 times the pipe diameter as it is installed, eliminating the need in many cases for elbows for slight bends. The minimum bending radius that can be applied to the pipe without kinking varies with the diameter and wall thickness of the pipe. Contractor shall conform to manufacturer's recommendations. If adequate space is not available for the required radius, a fitting of the desired angle shall be fused into the piping system to obtain the necessary change in direction. 3.04 INSTALLATION BELOW GROUND A. Conform to requirements of Section 02510 — Water Mains. 04/2014 02532W - 4 of 5 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER B. Pipe Laying: 1. When pulling pipe, either a pulling head or a suitable wraparound sleeve with rubber protective cover shall be used to prevent the pulling cables from damaging the pipe. The pipe shall not be pulled by the flanged end. 2. Install pipe in accordance with Section 02318 — Excavation and Backfill for Utilities, and manufacturer's recommendations. 3.05 FIELD QUALITY CONTROL A. Testing shall be as specified in Section 01450 - Testing Laboratory Services. B. Hydrostatic Testing for pressure piping systems shall be performed in accordance with ASTM F2164. Testing pressure shall not exceed 1.5 times the system design pressure and total testing time including the time required to pressurize, stabilize, hold test pressure, and depressurize should not exceed 8 hours. If 5 psi is lost during testing pipeline must be re -pressurized. C. HDPE pipe deflection shall not exceed deflection percentages identified in ASTM F1962 or manufacturer's maximum allowable deflection, whichever is lower. Allowable pipe deflection varies based on DR rating. The following maximum deflection percentages can be used for the following DR ratings: DR21 — 7.5 percent, DR17 — 6.0 percent, DR15.5 — 6.0 percent, DR13.5 — 6.0 percent, DR11 — 5.0 percent, DR9 — 4.0 percent, DR7.3 — 3.0 percent. Deflection measurements can be taken by mandrel or by measurement of inside diameter before and after backfill operations. D. Do not enclose or cover any Work until inspected. 3.06 CLEAN AND ADJUST A. Remove surplus pipeline materials, tools, rubbish and temporary structures and leave the construction site clean, to the satisfaction of the Owner's Project Representative. END OF SECTION 04/2014 02532W - 5 of 5 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS Section 02533 SANITARY SEWAGE FORCE MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A. Sanitary sewage force mains. B. References to Technical Specifications: 1. Section 01200 — 2. Section 01350 — 3. Section 01450 — 4. Section 02634 — 5. Section 03300 — 6. Section 02318 — C. Referenced Standards: Measurement and Payment Procedures Submittals Testing Laboratory Services Ductile Iron Pipe and Fittings Cast -in -Place Concrete Excavation and Backfill for Utilities American Society for Testing and Materials (ASTM) a. ASTM F 477, "Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe" b. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 2. American Concrete Institute (ACI) 1.02 MEASUREMENT AND PAYMENT A. Measurement for pipe is on a linear foot basis taken along the center line of the pipe from end to end, measured and complete in place. B. Payment for sanitary sewage force mains includes pipe, fittings, excavation, bedding, backfill and special backfill, shoring, earthwork, connections to existing manholes and pipe, accessories, inspection and testing. C. 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. 5/2013 02533 - 1 of 6 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS B. Submit proposed methods, equipment, materials, and sequence of operations for force main construction. C. Submit Shop Drawings and design calculations for joint restraint systems using reinforced concrete encasement of pressure pipe and fittings. D. Submit product quality, material sources, and field quality information in 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. 2.0 PRODUCTS 2.01 DUCTILE IRON PIPE AND FITTINGS A. Conform to requirements of Section 02634 — Ductile Iron Pipe and Fittings. All pipe used for sanitary sewer force mains shall be painted white. 2.02 PVC PIPE A. Provide PVC pressure pipe conforming to the minimum working pressure rating specified in this Section. All pipe used for sanitary sewer force mains shall be white. B. Acceptable pipe joints are integral bell -and -spigot, containing a bonded -in elastomeric sealing ring meeting the requirements of ASTM F 477. In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Uniflange Series 1350 restrainer, or equal joint restraint device conforming to UNI-B-13, for PVC pipe 12-inch diameter and less. C. Fittings: Provide ductile iron fittings as per this Section, 2.03 "Thrust Restraint", except furnish all fittings with one of the following internal linings: 1. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D 1248, heat fused to the interior surface of the fitting, as manufactured by American Cast Iron Pipe "Polybond", or U.S. Pipe "Polyline". 2. Nominal 40 mils (35 mils minimum) polyurethane, Corro-pipe II by Madison Chemicals, Inc. 3. Nominal 40 mils (35 mils minimum) ceramic epoxy, Protecto 401 by Enduron Protective Coatings. 5/2013 02533 - 2 of 6 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS D. Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with this Section, 3.04A "Hydrostatic Testing". E. Manufacturers: Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are: 1. J & M Manufacturing Company, Inc. 2. CertainTeed Corporation 3. Diamond Plastics Corporation 4. Carlon Company 5. North American Pipe Corporation (NAPCO) F. Provide lined ductile iron fittings conforming to Section 02634 — Ductile Iron Pipe and Fittings. 2.03 THRUST RESTRAINT A. Unless otherwise shown on the Plans, provide concrete thrust blocking for force mains up to 12-inches in diameter, to prevent movement of buried lines under pressure at bends. Blocking shall be Portland cement concrete. Place concrete in accordance with details on the Plans. Place thrust blocks between undisturbed ground and the fittings. Anchor fittings to thrust blocks so that pipe and fitting joints are accessible for repairs. Concrete shall extend from 6 inches below the pipe or fitting to 12 inches above. B. For all force mains larger than 12 inches in diameter, and where indicated on the Plans, provide restrained joints conforming to the requirements of the force main pipe material specifications. Restrained joints shall be installed for the length of pipe on both sides of each bend or fitting for the full length shown on the Plans. C. Horizontal and vertical bends between zero and 10° deflection angle will not require thrust blocks or harnessed or restrained joints. D. Horizontal and vertical bends between 10° and 90° deflection angle shall have thrust restraint as shown on the Plans. E. Reinforced concrete encasement of force main pipe and fittings may be used in lieu of manufactured joint restraint systems. Alternate joint restraint systems using reinforced concrete encasement shall conform to the following design requirements. 1. Design calculations shall be performed and sealed by a Professional Engineer licensed in the State of Texas. 2. Design calculations shall be based upon soil parameters quantified in the geotechnical report for the site where the alternative thrust restraint system is to be installed. If data is not available for the site, use parameters recommended by the geotechnical engineer. 3. The design system pressure shall be the specified test pressure. 5/2013 02533 - 3 of 6 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS 4. The following safety factors shall be used in sizing the restraint system: a. Apply a factor of safety equal to 1.5 for passive soil resistance. b. Apply a factor of safety equal to 2.0 for soil friction. 5. The encasement shall be contained entirely within the standard trench width and terminate on both ends at a pipe bell or coupling. 6. Concrete encasement reinforcement steel shall be designed for all loads including internal pressure and longitudinal forces. Concrete design shall be in accordance with ACI 318. 3.0 EXECUTION 3.01 PREPARATION A. Plan operations to minimize disruption of utilities to occupied facilities or adjacent property. 3.02 PIPE INSTALLATION BY OPEN -CUT A. Perform excavation, bedding, and backfill in accordance with Section 02318 — Excavation and Backfill for Utilities. B. Install pipe in accordance with the pipe manufacturer's recommendations and as specified in this Section. C. Install pipe only after excavation is completed, the bottom of the trench is fine graded, bedding material is installed, and the trench has been approved by the Engineer. D. Install pipe to the line and grade indicated. Place pipe so that it has continuous bearing of barrel on bedding material and is laid in the trench so the interior surfaces of the pipe follow the grades and alignment indicated. Provide bell holes where necessary. E. Install pipe with the spigot ends toward the direction of flow. Form a concentric joint with each section of adjoining pipe so as to prevent offsets. F. Keep the interior of pipe clean as the installation progresses. Where cleaning after laying the pipe is difficult because of small pipe size, use a suitable swab or drag in the pipe and pull it forward past each joint immediately after the joint has been completed. Remove foreign material and debris from the pipe. G. Provide lubricant, place and drive home newly -laid sections with come -a -long winches so as to eliminate damage to sections. Install pipe to "home" mark where provided. Use of back hoes or similar powered equipment will not be allowed unless protective measures are provided and approved in advance by the Engineer. 5/2013 02533 - 4 of 6 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS H. Keep excavations free of water during construction and until final inspection. I. When work is not in progress, cover the exposed ends of pipes with an approved plug to prevent foreign material from entering the pipe. J. Where sanitary sewer force main is to be installed under an existing waterline with a separation distance of less than 2 feet, install one full joint length of pipe centered on the waterline and maintain a minimum 6 inch separation distance. 3.03 PIPE INSTALLATION OTHER THAN OPEN -CUT A. For installation of pipe by augering or jacking conform to requirements of specification sections for augering or jacking work. 3.04 FIELD QUALITY CONTROL A. Hydrostatic Testing 1. After the pipe and appurtenance have been installed, test line and drain. Prevent damage to the Work or adjacent areas. Use clean water to perform tests. 2. The Engineer may direct tests of relatively short sections of completed lines to minimize traffic problems or potential public hazards. 3. Test pipe in the presence of the Engineer. 4. Test pipe at 150 psig or 1.5 times design pressure of the pipe, whichever is greater. Design pressure of the force main shall be the rated total dynamic head of the lift station pump. 5. Test pipe at the required pressure for a minimum of 2 hours according to requirements of UNI-B-3. 6. Maximum allowable leakage shall be as calculated by the following formula: Where: L = (S) (D) (P0-5) / 133,200 L = Leakage in gallons per hour S = Length of pipe in feet D = Inside diameter of pipe in inches P = Pressure in pounds per square inch 7. Correct defects, cracks, or leakage by replacement of defective items or by repairs as approved by the Engineer. 5/2013 02533 - 5 of 6 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS 8. Plug openings in the force main after testing and flushing. Use cast iron plugs or blind flanges to prevent debris from entering the tested pipeline. B. Pigging Test 1. When requested by the Engineer and after completion of hydrostatic testing and prior to final acceptance, test force mains longer than 200 feet by pigging to ensure piping is free of obstructions. 2. Pigs: Provide proving pigs manufactured of an open -cell polyurethane foam body, without any coating or abrasives which would scratch or otherwise damage interior pipe wall surface or lining. Pigs shall be able to pass through reductions of up to 65 percent of the nominal cross -sectional area of the pipe. Pigs shall be able to pass through standard fittings such as 45° and 90° elbows, crosses, tees, wyes, gate valves, or plug valves, as applicable to the force main being tested. 3. Test Execution: Pigging test shall be conducted in the presence of the Engineer. Provide at least 48 hours notice of scheduled pigging of the force main prior to commencing the test. 4. All pigging tests shall be borne by the Contractor at no cost to the City. END OF SECTION 5/2013 02533 - 6 of 6 CITY OF PEARLAND PVC PIPE Section 02534 PVC PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A. Polyvinyl chloride pressure pipe for water distribution in nominal diameters 4 inches through 16 inches. B. Polyvinyl chloride sewer pipe for gravity sanitary sewers in nominal diameters 4 inches through 48 inches. C. Polyvinyl chloride pressure pipe for gravity sanitary sewers and force mains in nominal diameters 4 inches through 36 inches. D. References to Technical Specifications: 1. Section 01350 — 2. Section 02634 — 3. Section 02533 — 4. Section 02512 — 5. Section 02510 — 6. Section 02530 — 7. Section 02731 — 8. Section 02630 — 9. Section 02318 — E. Referenced Standards: 1. Submittals Ductile Iron Pipe and Fittings Sanitary Sewage Force Mains Polyethylene Wrap Water Mains Gravity Sanitary Sewers Sanitary Sewage Force Mains Storm Sewers Excavation and Backfill for Utilities American Water Works Association (AWWA) a. AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, 4" — 12" for Water Distribution. b. AWWA C905 Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters, 14in. Through 36 in. c. AWWA C110 Ductile -Iron and Gray Iron Fittings for Water. 2. American Society for Testing and Materials (ASTM) a. ASTM D 1784, "Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM F 477, "Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe" 05/2013 02534 - 1 of 7 CITY OF PEARLAND PVC PIPE c. ASTM D 3139, "Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals" d. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings" e. ASTM F 949, "Standard Specification for Poly Vinyl Chloride (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings" f ASTM D 794, "Standard Specification for Poly Vinyl Chloride (PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter" g. ASTM F 679, "Standard Specification for Poly Vinyl Chloride (PVC) Large -Diameter Plastic Gravity Sewer Pipe and Fittings" h. ASTM D 2241, "Standard Specification for Poly Vinyl Chloride (PVC) Pressure -Rated Pipe (SDR Series)" i. ASTM D 3212, "Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" j. ASTM D 2444, "Standard Test Method for Determination for the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight)" k. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1. ASTM D 2321, "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications" 3. American National Standards Institute (ANSI) a. ANSI A21.10 Cast Iron and Ductile Iron Fittings, 2 thru 48 in./Water. b. ANSI A21.11 Rubber Gasket Joints Cast and Ductile Iron Press Pipe. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for PVC pipe under this Section. Include cost in Bid Items for Water Mains, Gravity Sanitary Sewer, and Sanitary Sewage Force Mains. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit Shop Drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details. 05/2013 02534 - 2 of 7 CITY OF PEARLAND PVC PIPE 1.04 QUALITY CONTROL A. Submit manufacturer's certifications that PVC pipe and fittings meet requirements of this Section and AWWA C900 or AWWA C905 for pressure pipe applications, or the appropriate ASTM standard specified for gravity sewer pipe. B. Submit manufacturer's certification that PVC pressure pipe has been hydrostatically tested at the factory in accordance with AWWA C900 or AWWA C905 and this Section. C. When foreign manufactured material is proposed for use, have material tested for conformance to applicable ASTM requirements by certified independent testing laboratory located in United States. Certification from any other source is not acceptable. Furnish copies of test reports to the Engineer for review. Cost of testing shall be borne by Contractor or Supplier. 2.0 PRODUCTS 2.01 MATERIAL A. Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated to migrate into water in quantities considered to be toxic. B. Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784. Use compounds qualifying for a rating of 4000 psi for water at 73.4 degrees F per requirements of PPI TR3. Provide pipe which is homogeneous throughout, free of voids, cracks, inclusions, and other defects, uniform as commercially practical in color, density, and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage. C. For PVC pressure pipe used for water mains, provide self -extinguishing PVC pipe that bears Underwriters' Laboratories mark of approval and is acceptable without penalty to Texas State Fire Insurance Committee for use in fire protection lines. D. Gaskets: 1. Gaskets shall meet the requirements of ASTM F 477. Use elastomeric factory - installed gaskets to make joints flexible and watertight. 2. Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, shall have the following gasket materials for the noted contaminants. 05/2013 02534 - 3 of 7 CITY OF PEARLAND PVC PIPE CONTAMINANT GASKET MATERIAL REQUIRED Petroleum (diesel, gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacturer E. Lubricant for rubber-gasketed joints: Water soluble, non -toxic, non -objectionable in taste and odor imparted to fluid, non -supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. 2.02 WATER SERVICE PIPE A. Pipe 4-inch through 12-inch: AWWAC900, Class 150, DR 18; nominal 20-foot lengths; cast iron equivalent outside diameters. B. Pipe 16-inch: AWWA C905; Class 235; DR 18; nominal 20 foot lengths; cast iron equivalent outside diameter. C. Joints: ASTM D 3139; push -on type joints in integral bell or separate sleeve couplings. Do not use socket type or solvent weld type joints. D. Make curves and bends by deflecting the joints. Do not exceed maximum deflection recommended by the pipe manufacturer. Submit details of other methods of providing curves and bends for review by the Engineer. E. Hydrostatic Test: AWWA C900, AWWA C905, ANSI A21.10 (AWWA C110); at point of manufacture; submit manufacturer's written certification. 2.03 BENDS AND FITTINGS FOR PVC PRESSURE PIPE A. Bends and Fittings: ANSI A21.10, ductile iron; ANSI A21.11 single rubber gasket push -on type joint; minimum 150 psi pressure rating. B. Coatings and Linings: Conform to requirements of Section 02634 — Ductile Iron Pipe and Fittings. 2.04 GRAVITY SANITARY SEWER PIPE A. PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table: 05/2013 02534 - 4 of 7 CITY OF PEARLAND PVC PIPE WALL TYPE MANUFACTURER PRODUCT OPTIONS ASTM DESIGNATION SDR (MAX.) / STIFFNESS (MIN.) DIAMETER SIZE RANGE Solid J-M Pipe CertainTeed Can Tex Canon Diamond Approved D3034 SDR 26 / PS 115 6" to 15" Approved F679 SDR 26 /PS 115 18" to 48" Approved AWWA C900 DR 18 / N/A*** 4" to 12" Approved AWWA C905 DR 18 / N/A*** 14" to 36" Profile* Contech A-2000** ETI Ultra -Rib Lamson Vylon Only when included in the Bid Schedule F949 F794 F794 N/A / 50 psi N/A / 46 psi N/A / 46 psi 12" to 36" 12" to 48" 21" to 48" * Allowed to be used where there are no service taps. ** Allowed to be used to maximum depth of 10' only. *** For water -seer separation requirements unless specifically noted in Bid Schedule. B. When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F679, except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. C. For sewers up to 12-inch-diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation, provide minimum 150 psi pressure -rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. D. Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477. E. ASTM D 3139 and ASTM F 477 shall be provided. Gaskets shall be factory - assembled and securely bonded in place to prevent displacement. The manufacturer shall test a sample from each batch conforming to requirements ASTM D 2444. F. Fittings: Provide PVC gravity sewer sanitary bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied, either injection molded or factory fabricated. Saddle -type tee or wye fittings are not acceptable. 2.05 SANITARY SEWER FORCE MAIN PIPE A. Provide PVC pressure pipe conforming to the requirements for water service pipe, and conforming to the minimum working pressure rating specified in Section 02533 — Sanitary Sewage Force Mains. B. Acceptable pipe joints are integral bell -and -spigot, containing a bonded -in elastomeric sealing ring meeting the requirements of ASTM F 477. In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Uniflange Series 1350 restrainer, or equal joint restraint device conforming to UNI-B-13, for PVC pipe 12-inch diameter and less. 05/2013 02534 - 5 of 7 CITY OF PEARLAND PVC PIPE C. Fittings: Provide ductile iron fittings as per this Section, 2.03 "Bends and Fittings for PVC Pressure Pipe", except furnish all fittings with one of the following internal linings: 1. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D 1248, heat fused to the interior surface of the fitting, as manufactured by American Cast Iron Pipe "Polybond", or U.S. Pipe "Polyline". 2. Nominal 40 mils (35 mils minimum) polyurethane, Corro-pipe II by Madison Chemicals, Inc. 3. Nominal 40 mils (35 mils minimum) ceramic epoxy, Protecto 401 by Enduron Protective Coatings. D. Exterior Protection: Provide polyethylene wrapping of ductile iron fittings as required by Section 02512 — Polyethylene Wrap. E. Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with this Section, 2.02E. F. Manufacturers: Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are: 1. J & M Manufacturing Company, Inc. 2. CertainTeed Corporation 3. Diamond Plastics Corporation 4. Carlon Company 5. North American Pipe Corporation (NAPCO) 3.0 EXECUTION 3.01 PROTECTION A. Store pipe under cover out of direct sunlight and protect from excessive heat or harmful chemicals in accordance with the manufacturer's recommendations. 3.02 INSTALLATION A. Conform to requirements of Section 02510 — Water Mains, Section 02530 — Gravity Sanitary Sewers, Section 02731— Sanitary Sewage Force Mains, and Section 02630 — Storm Sewers. B. Install PVC pipe in accordance with Section 02318 — Excavation and Backfill for Utilities, ASTM D 2321, and manufacturer's recommendations. 05/2013 02534 - 6 of 7 CITY OF PEARLAND PVC PIPE C. Water service pipe 12 inches in diameter and smaller: Installed to clear utility lines and have minimum 4 feet of cover below lowest property line grade of street, unless otherwise required by Plans. D. For water service, exclude use of PVC within 200 feet (along the public right-of-way) of underground storage tanks or in undeveloped commercial acreage. Underground storage tanks are primarily located on service stations but can exist at other commercial establishments. E. Avoid imposing strains that will overstress or buckle the pipe when lowering pipe into trench. F. Hand shovel pipe bedding under the pipe haunches and along the sides of the pipe barrel and compact to eliminate voids and ensure side support. END OF SECTION 05/2013 02534 - 7 of 7 CITY OF PEARLAND TAPPING SLEEVES & VALVES Section 02540 TAPPING SLEEVES & VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping sleeves and valves for connections to existing water system. B References to Technical Specifications: 1. Section 01200 — Measurement & Payment Procedures 2. Section 01350 — Submittals 3. Section 02541 — Water & Wastewater Line Valves 4. Section 02520 — Valve Boxes, Meter Boxes, & Meter Vaults 5. Section 02512 — Polyethylene Wrap 6. Section 02318 — Excavation & Backfill for Utilities C Referenced Standards: 1. American Water Works Association (AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. b. AWWA C110 Ductile -Iron and Gray Iron Fittings for Water c. AWWA C207 Steel Pipe Flanges for Waterworks Service — Sizes 4 In. Through 144 In. 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of tapping sleeves and valves is on a per each basis. Payment includes all labor and materials required for installation as indicated on Plans. B Refer to Section 01200 — Measurement & Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.04 QUALITY CONTROL A Provide manufacturer's affidavit that all valves purchased for tapping of existing waterlines conform to Section 02541 — Water & Wastewater Line Valves and to applicable requirements of AWWA C500 and that they have been satisfactorily tested in accordance with AWWA C500. 02/2008 02540 - 1 of 3 CITY OF PEARLAND TAPPING SLEEVES & VALVES 2.0 PRODUCTS 2.01 MATERIALS A Tapping Sleeves: 1 Tapping Sleeve Bodies: Stainless steel; in two sections to be bolted together with high -strength, corrosion -resistant, low -alloy, steel bolts; mechanical joint ends. a. 12 inch and smaller: stainless steel; JCM 432, Romac, or approved equal. b. 16 inch and larger: epoxy coated ductile iron; JCM, or approved equal. 2. Branch Outlet of Tapping Sleeve: Flanged; machined recess; AWWA C207, Class D, ANSI 150 lb drilling. Gasket: Affixed around recess of tap opening to preclude rolling or binding during installation. 3. Where fire service from 6-inch main is approved, use cast iron split sleeve. B Tapping Valves: Meet all requirements of Section 02541— Water & Wastewater Line Valves with following exceptions: 1. Inlet Flanges: a. AWWA C110; Class 125. b. AWWA C110; Class 150 and higher: Minimum eight hole flange. 2. Outlet: Standard mechanical or push -on joint; to fit any standard tapping machine. 3. Valve Seat Opening: Accommodate full-size shell cutter for nominal size tap without any contact with valve body; double disc. 4. Open Left operation only. C Valve Boxes: Furnish and install according to Section 02520 — Valve Boxes, Meter Boxes, & Meter Vaults. 3.0 EXECUTION 3.01 GENERAL A Install tapping sleeves and valves at locations and of sizes as shown on Drawings. B Thoroughly clean tapping sleeve, tapping valve and pipe prior to installation and in accordance with manufacturer's instructions. C Hydrostatically test installed tapping sleeve to 150 psig for a minimum of 15 minutes. Inspect sleeve for leaks, and remedy leaks prior to tapping operation. D When tapping concrete pressure pipe, size on size, use shell cutter one standard size smaller than waterline being tapped. E Do not use Large End Bell (LEB) increasers with a next size tap unless existing pipe is asbestos -cement. 02/2008 02540 - 2 of 3 CITY OF PEARLAND TAPPING SLEEVES & VALVES 3.02 INSTALLATION A Tighten bolts in proper sequence so that undue stress is not placed on pipe. B Align tapping valve properly and attach it to tapping sleeve. C Make tap with sharp, shell cutter: 1. For 12-inch and smaller tap, use minimum cutter diameter one-half inch less than nominal tap size. 2. For 16-inch and larger tap, use manufacturer's recommended cutter diameter. D Withdraw coupon and flush all cuttings from newly -made tap. E Wrap completed tapping sleeve and valve in accordance with Section 02512 — Polyethylene Wrap. Place concrete thrust block behind tapping sleeve (NOT over tapping sleeve and valve). G Block under valve using concrete blocks. H Request inspection of installation prior to backfilling. I Backfill in accordance with Section 02318 — Excavation & Backfill for Utilities. END OF SECTION 02/2008 02540 - 3 of 3 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES Section 02541 WATER AND WASTEWATER LINE VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Gate valves, Plug Valves, Butterfly Valves, Air Release and Pressure Reducing Valves. B References to Technical Specifications: 1. Section 01200 2. Section 01350 - 3. Section 02520 4. Section 02542 5. Section 02318 6. Section 02510 — Measurement and Payment Procedures Submittal Procedures — Valve Boxes, Meter Boxes, and Meter Vaults — Concrete Manholes — Excavation and Backfill for Utilities — Water Mains C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM A 307, "Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength" b. ASTM B 763, "Standard Specification for Copper Alloy Sand Casting for Valve Applications" c. ASTM B 62, "Standard Specification for Composition Bronze or Ounce Metal Castings" d. ASTM D 429, "Standard Test Methods for Rubber Property -Adhesion to Rigid Substrates" e. ASTM A 126, "Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings" ASTM A 48, "Standard Specification for Gray Iron Castings" ASTM A 240, "Standard Specification for Chromium and Chromium - Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications" h. ASTM A 276, "Standard Specification for Stainless Steel Bars and Shapes" i. ASTM B 584, "Standard Specification for Copper Alloy Sand Castings for General Applications" j. ASTM A 313, "Standard Specification for Stainless Steel Spring Wire" 2. American Water Works Association (AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. b. AWWA C509 or AWWA C515 Resilient -seated Gate Valves, 3 through 12 NPS, for Water and Sewage Systems c. AWWA C550 Protective Epoxy Interior Coatings for Valves and Hydrants d. AWWA C504 Rubber -Sealed Butterfly Valves f. g• 04/2009 02541 - 1 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3. American National Standards Institute (ANSI) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for valves under this Section. Include cost in Bid Items for water mains. B Refer to Section 01200 — Measurement and Payment Procedures. C Stipulated Price (Lump Sum). If the Contract is a Stipulated Price Contract, payment for work in this Section is included in the total Stipulated Price. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's product data for proposed valves for approval. 1.04 QUALITY CONTROL A Submit manufacturer's affidavit that gate valves are manufactured in the United States and conform to stated requirements of AWWA C500, AWWA C509 and AWWA C515 and this Section, and that they have been satisfactorily tested in the United States in accordance with AWWA C500, AWWA C509 and AWWA C515. 2.0 PRODUCTS 2.01 GATE VALVES A Gate Valves: AWWA C500, AWWA C509 or C515 and additional requirements of this Section. Direct bury valves and those in subsurface vaults, aboveground and plant valves open counterclockwise. B If type of valve is not indicated on Plans, use gate valves as line valves for sizes less than 16-inches. If type of valve is indicated, no substitute is allowed. C Gate Valves 1-1/2 Inches in Diameter and Smaller: 125 psig; bronze; rising -stem; single -wedge; disc type; screwed ends; such as Crane No. 428, or approved equal. D Coatings for Gate Valves 2 Inches and Larger: AWWA C550; Indurall 3300 or approved equal, non -toxic, imparts no taste to water, functions as physical, chemical, and electrical barrier between base metal and surroundings, minimum 8-mil-thick, fusion -bonded epoxy. Prior to assembly of valve, apply protective coating to interior and exterior surfaces of body. E Gate Valves 2 Inches in Diameter: Iron body, double gate, non -rising stem, 150-pound test, 2 inch square nut operating clockwise to open. 04/2009 02541 - 2 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES F Gate Valves 4 Inches to 12 Inches in Diameter: Non -directional, resilient seated (AWWA C509 or AWWA C515) or parallel seat double disc (AWWA C500), 200 psig, bronze mounting, push -on bell ends with rubber joint rings, and nut -operated unless otherwise specified. Provide resilient seated valves manufactured by American Darling AFC-500, US Pipe Metroseal 200, or approved equal. Provide double disc valves manufactured by American Darling 52, Clow F-6102, or approved equal. Comply with following requirements: 1. Design: Fully encapsulated rubber wedge or rubber seat ring mechanically attached with minimum 304 stainless -steel fasteners or screws; threaded connection isolated from water by compressed rubber around opening. 2. Body: Cast or ductile iron, flange bonnet and stuffing box together with ASTM A 307 Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body. 3. Bronze: Valve components in waterway to contain not more than 15 percent zinc and not more than 2 percent aluminum. 4. Stems: ASTM B 763 bronze, alloy number 995 minimum yield strength of 40,000 psi; minimum elongation in 2 inches of 12 percent, non -rising. 5. 0-rings: AWWA C509, sections 2.2.6 and 4.8.2. 6. Stem Seals: Consist of three 0-rings, two above and one below thrust collar with anti -friction washer located above thrust collar. 7. Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 8. Resilient Wedge: Molded, synthetic rubber, vulcanized and bonded to cast or ductile iron wedge or attached with 304 stainless steel screws tested to meet or exceed ASTM D 429, Method B; seat against epoxy -coated surface in valve body. 9. Bolts: AWWA C509 Section 4.4; stainless steel; cadmium plated, or zinc coated. G Gate Valves 16 Inches to 24 Inches in Diameter: AWWA C500 by Mueller; push -on bell ends with rubber rings and nut -operated unless otherwise specified, double disc, 150 psi, and comply with the following: 1. Body: Cast or ductile iron; flange together bonnet and stuffing box with ASTM A 307 Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body. Equip with rollers, tracks, and scrapers. 2. Stems: Machined from ASTM B 62 bronze rod with integral forged thrust collar machined to size; non -rising. 3. Stem Seals: Consist of one 0-ring above and one 0-ring below thrust collar with anti -friction washer located above thrust collar for operating torque. 4. Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 5. Discs: Cast iron with bronze disc rings securely peened into machined dovetailed grooves. 6. Wedging Device: Solid bronze or cast-iron, bronze -mounted wedges. Thin plates or shapes integrally cast into cast-iron surfaces are acceptable. Other moving surfaces integral to wedging action shall be bronze monel or nickel alloy -to -iron. 04/2009 02541 - 3 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 7. Bronze Mounting: Built as integral unit mounted over, or supported on, cast iron base and of sufficient dimensions to be structurally sound and adequate for imposed forces. 8. Gear Cases: Cast iron; furnished on 18-inch and larger valves and of extended type with steel side plates, lubricated, gear case enclosed with oil seal or 0- rings at shaft openings. 9. Stuffing Boxes: Located on top of bonnet and outside gear case. H Gate Valves 20 Inches and Larger: Furnish and equip with bypass valves. 1. Sizes: Provide 3-inch bypass valves for 16-inch through 20 inch gate valves. Provide 4-inch bypass valves for 24-inch gate valves. I Valves 4 Inches through 12 Inches for Installation in Vertical Pipe Lines: 1. Double disc, square bottom. J Valves 14 Inches and Larger for Installation in Horizontal Pipe Lines: 1. Equipped with bronze shoes and slides. K Gate Valves Installed at Greater than 4 foot Depth: 1. Provide non -rising, extension stem having coupling sufficient to attach securely to operating nut of valve. Upper end of extension stem shall terminate in square wrench nut no deeper than 4 feet from finished grade. Gate Valves in Factory Mutual (Fire Service) Type Meter Installations: 1. Conform to provisions of this specification; outside screw and yoke valves; cany label of Underwriters' Laboratories, Inc.; flanged, Class 125; clockwise to close. M Provide flanged joints when valve is connected to steel or PCCP. 2.02 BUTTERFLY VALVES AND ACTUATORS A Butterfly Valves and Actuators: Conform to AWWA C504, except as modified or supplemented herein. Provide valves manufactured by Keystone International, American -Darling, or approved equal. B If type of valve is not indicated on Plans, butterfly valves shall be used for line valve sizes 16 inch and larger. If type of valve is specified, no substitute will be allowed. C Butterfly valves shall be short -body, flanged design and installed at locations as shown on Plans. D Direct -bury valves, valves in subsurface vaults. Above -ground and plant valves shall open counterclockwise. E Provide flanged joints when valve is connected to steel or PCCP. F Butterfly Valves and Actuators (Additional Requirements for Large -Diameter Water Mains): Valves larger than 72 inches in diameter shall have all components designed 04/2009 02541 - 4 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES so that the allowable stresses at rated pressure shall not exceed one-third of the yield strength or one -fifth of the ultimate strength of the material used. Provide valves manufactured by Keystone International, American -Darling, or equal. 2.03 BUTTERFLY VALVE CONSTRUCTION A Valves: AWWA C504, Class 150B. Body: Cast iron, ASTM A 126, Class B. Flanges: ANSI B 16.1, Class 125 lb. Discs for Butterfly Valves: Either cast iron or ductile iron. C Seats: Buna-N or neoprene, and may be applied to disc or body. Seats shall be mechanically secured and may not rely solely on adhesive properties of epoxy or similar bonding agent to attach seat to body. Seats on disc shall be mechanically retained by stainless steel (18 - 8) retaining ring held in place by stainless steel (18 - 8) cap screws that pass through rubber seat for added retention. When seat is on disc, seat shall be retained in position by shoulders located on both disc and stainless -steel retaining ring. Mating surfaces for seats: Type 304 or 316, stainless steel and secured to disc by mechanical means. Sprayed -on or plated mating surfaces will not be allowed. D Coat interior wetted ferrous surfaces of valve, including disc, with epoxy suitable for potable -water conditions. Epoxy, surface preparation, and epoxy application: In accordance with AWWA C550 and coating manufacturer's recommendations. Provide two coats of two -component, high -build epoxy with minimum dry thickness\ of 10 mils. Epoxy coating: Indurall 3300 or approved equal. Coatings shall be holiday tested and measured for thickness. E Valve shaft and keys, dowel pins, or taper pins used for attaching valve shaft to valve disc: Type-304 or 316 stainless steel. Shaft Bearings: Stainless steel, bronze, nylon, or Teflon (supported by fiberglass mat or backing material with proven record of preventing Teflon flow under load) in accordance with AWWA C504. F Packing: Field -adjustable, split-V type, and replaceable without removing operator assembly. G Retaining Hardware for Seats: Type 304 or 316 stainless steel. Nuts and screws used with clamps and discs for rubber seats shall be held securely with locktight, or other approved method, to prevent loosening by vibration or cavitational effects. H Valve disc shall seat in position at 90 degrees to the pipe axis and shall rotate 90 degrees between full -open and tight -closed position. Install valves with valve shafts horizontal and convex side of disc facing anticipated direction of flow, except where shown otherwise on Plans. 2.04 BUTTERFLY VALVE ACTUATOR CONSTRUCTION A Provide actuators for valves with size based on line velocity of 16 feet per second, and, unless otherwise shown on Plans, equip with geared manual actuators. Provide 04/2009 02541 - 5 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES fully enclosed and traveling -nut type, rack-and-pinion type, or worm -gear type for valves 24 inches and smaller. B Provide actuator designed for installation with valve shaft horizontal unless otherwise indicated on Plans. C Provide valve shaft extended from valve to actuator. Space between actuator housing and valve body shall be completely enclosed so that no moving parts are exposed to soil or elements. D Provide oil -tight and watertight actuator housings for valves, specifically designed for buried service or submerged service when located in valve vaults, and factory packed with suitable grease. E Install a valve position indicator on each actuator housing located above ground or in valve vaults. Valves shall be equipped with 2-inch actuator nut only. F Indicate direction of opening of valve on exposed visible part of assembly. G Design worm -gear or traveling -nut actuators so that a torque of 150 foot-pounds, or less, will operate valve at most adverse condition for which valve is designed. Vertical axis of actuating nut shall not move as valve is opened or closed. 2.05 VALVE BOXES A Provide standard adjustable valve boxes only conforming to requirements of Section 02520 — Valve Boxes, Meter Boxes, and Meter Vaults. 2.06 VALVE SERVICE MANHOLES A For large -diameter water mains, provide manholes to dimensions shown on Plans conforming to requirements of Section 02542 — Concrete Manholes. 2.07 AIR RELEASE AND VACUUM RELIEF VALVES A Air Release Valves: Apco No. 200, GA Industries Fig. 2-AR, or equal. Materials: body and cover, ASTM A 48, Class 30, cast iron; float and leverage mechanism, ASTM A 240 or A276 stainless steel; orifice and seat, stainless steel against Buna-N or Viton mechanically retained with hex head nut and bolt; other valve internals, stainless steel or bronze. Provide inlet and outlet connections, and orifice as shown on Plans. B Air Release and Vacuum Valves: Provide single -body, standard combination or duplex -body custom combination valves as indicated on Plans. 1. For 2 inch and 3 inch, single -body valves, provide inlet and outlet sizes as shown on Plans and orifice sized for 100 psi working pressure. Valve materials: body, cover and baffle, ASTM A 48, Class 35, or ASTM A 126, Grade B cast iron; plug or poppet, ASTM A 276 stainless steel; float, ASTM A 240 stainless steel; seat, Buna-N; other valve internals, stainless steel. Valve exterior: Painted with shop -applied primer suitable for contact with potable 04/2009 02541 - 6 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES water. Provide Apco Model 145C or 147C, Val-Matic Series 200, or equal valves. 2. For 3 inch and larger duplex body valves as shown on Plans, provide Apco Series 1700 with No. 200 air release valve, GA Industries Fig. No. AR/GH- 21K/280, or equal. Air and vacuum valve materials: body and cover, ASTM A 48, Class 35, cast iron; float, ASTM A 240 stainless steel; seat, Type-304, stainless steel and Buna-N; other valve internals, stainless steel or bronze. Air release valve: Constructed as specified in paragraph above on Air Release Valves. C Vacuum Relief Valves: Provide air inlet vacuum relief valves with flanged inlet and outlet connections as shown on Plans. Provide air release valves in combination with inlet and outlet, and orifice as shown on Plans. Valve shall open under pressure differential not to exceed 0.25 psi. Provide Apco Series 1500 with a No. 200A air release valve, GA Industries Fig. No. HCARV, or approved equal. Materials for vacuum relief valves: valve body, ASTM A 48, Class 35, cast iron; seat and plug, ASTM B 584 bronze, copper alloy 836; spring, ASTM A 313, Type-304, stainless steel; bushing, ASTM B 584 bronze, copper alloy 932; retaining screws, ASTM A 276, Type-304, stainless steel. D Air Release Valve Vault as detailed in Plans. 2.08 PRESSURE REDUCING VALVES A Provide Cla-Val Model 90-01, or approved equal, PRV with strainer in location and arrangement as shown on Plans. Valve body: ASTM A 48, cast iron or ASTM A 126, Class B, cast iron with ANSI B16.1, Class 125, flanges. Valve cover: ASTM A 48 cast iron. Valve internals: Type-303, stainless steel or B-62 bronze. Rubber parts: Buna-N. No leather parts shall be allowed. Resilient seat shall have rectangular cross section. B Control Tubing: Contain shutoff cocks with "Y" strainer. C PRV: Equip with valve position indicator. Initially set in field by authorized manufacturer's representative with 60 psi downstream pressure. D Provide basket strainer upstream of PRV as shown on Plans. Strainer body: quick - opening type, fabricated -steel construction with ANSI B16.1, Class 150, flanges. Basket: Type-304, stainless steel. Provide Hayward Model 90, or equal, for PRV 4- inch through 24-inch. Provide Hayward Model 510, or equal, for PRV 14 inches or greater when space limitations dictate the use of smaller strainer housing. E Pilot Systems for PRV: Adjustable and pressure sustaining. F Valve Box: Valve Box conforming to requirements of Section 02520 — Valve Boxes, Meter boxes, and Meter Vaults. 04/2009 02541 - 7 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3.0 EXECUTION 3.01 INSTALLATION A Earthwork. Conform to applicable provisions of Section 02318 — Excavation and Backfill for Utilities. B Operation. Do not use valves for throttling without prior approval of manufacturer. 3.02 SETTING VALVES AND VALVE BOXES A Remove foreign matter from within valves prior to installation. Inspect valves in open and closed positions to verify that parts are in satisfactory working condition. B Install valves and valve boxes where shown on Plans. Set valves plumb and as detailed. Center valve boxes on valves. Carefully tamp earth around each valve box for minimum radius of 4 feet, or to undisturbed trench face if less than 4 feet. Install valves completely closed when placed in water line. C For pipe section of each valve box, use only cast iron, ductile iron, or DR 18 PVC pipe cut to proper length. Size to allow future operation of valve. Assemble and brace box in vertical position as indicated on Plans. 3.03 DISINFECTION AND TESTING A Perform disinfection and testing of valves and appurtenances as required by Section 02510 — Water Mains. B Repair or replace valves which exceed the allowable specified leakage rate. 3.04 PAINTING OF VALVES A Paint valves in vaults, stations, and above ground using ACRO Paint No. 2215, or approved equal. END OF SECTION 04/2009 02541 - 8 of 8 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES Section 02542 CONCRETE MANHOLES AND ACCESSORIES 1.0 GENERAL 1.01 SECTION INCLUDES A. Pre -Cast Concrete Manholes for sanitary. B. Pre -Cast and Cast -in -Place Manholes for storm sewer. C. Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings and extensions. D. Ring grates. E. References to Technical Specifications: 1. Section 01200 — 2. Section 01350 — 3. Section 01500 — 4. Section 03300 — 5. Section 02255 — 6. Section 02318 — 7. Section 02530 — 8. Section 01140 — F. Referenced Standards: 1. Measurement and Payment Procedures Submittals Temporary Facilities and Controls Cast -in -Place Concrete Bedding, Backfill, and Embankment Materials Excavation and Backfill for Utilities Gravity Sanitary Sewers Contractor's Use of Premises American Society for Testing and Materials (ASTM) a. ASTM C 478, "Standard Specification for Precast Reinforced Concrete Manhole Sections" b. ASTM C 443, "Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber- Gaskets" c. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" d. ASTM C 923, "Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals" e. ASTM C 1107, "Standard Specification for Packaged Dry, Hydraulic - Cement Grout (Nonshrink)" ASTM A 48, "Standard Specification for Gray Iron Castings" ASTM A 615, "Standard Specification for Deformed and Plain Carbon -Steel Bars for Concrete Reinforcement" h. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" f. g• 05/2013 02542 - 1 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2. American Association of State Highway and Transportation Officials (AASHTO) 3. American Water Works Association (AWWA) 4. American Welding Society (AWS) a. AWS D12.1, "Reinforcing Steel Welding Code" 5. Texas Commission on Environmental Quality (TCEQ) a. Chapter 217.55 "Minimum Clear Opening" G. Definitions: 1. Shallow Depth Manholes- manholes having a depth of 4 feet or less measured from the top of cover to sewer invert. 2. Normal Depth Manholes- manholes having a depth of greater than 4 feet and up to 8 feet measured from top of cover to sewer invert. 3. Extra Depth Manholes- manholes having a depth of greater than 8 feet measured from the top of cover to sewer invert. 4. Corrosion Resistant Manholes- concrete manholes incorporating additional material, such as liners or coatings, which make them more resistant to corrosion than typical concrete manholes. 5. Standard Manholes Drops- drops of up to 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 6. Extra Depth Manhole Drops- drops in excess of 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 1.02 MEASUREMENT AND PAYMENT A. Measurement for Normal Depth Manholes and/or Normal Depth Corrosion Resistant Manholes shall be per each. B. Measurement for Shallow Depth Manholes and/or Shallow Depth Corrosion Resistant Manholes shall be per each. C. Measurement for Extra Depth Manholes and/or Extra Depth Corrosion Resistant Manholes is on a vertical foot basis for each foot of depth greater than 8 feet. D. Payment for Manholes under this Section shall be for complete installation including riser, frames, grates, adjustment rings, stainless steel inflow preventers, cut -in work, covers, penetrations, other appurtenances, and be in accordance with Section 01200 — Measurement and Payment Procedures. 05/2013 02542 - 2 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES E. Measurement for Standard Manhole Drops shall be per each. F. Measurement for Extra Depth Manhole Drops is on a vertical foot basis for each foot of Drop greater than 3 feet. G. Payment for Drops under this Section shall be for assembly components, encasement, other appurtenances, and be in accordance with Section 01200 — Measurement and Payment Procedures. H. Payment for Air Release Manhole with Valves and Fittings installed is on a unit price basis for each manhole with air release valves, fittings and appurtenances installed and in accordance with Section 01200 Measurement and Payment Procedures. 1.03 PERFORMANCE REQUIREMENTS A. Perform work needed to make manholes structurally sound, improve flow, prevent entrance of inflow or groundwater, prevent entrance of soil or debris, and provide protection against hydrogen sulfide gas attack. B. Manufacturer's Product Support. 1. Through the Contractor, manufacturers of wall sealing or lining systems shall submit to Engineer for review and approval a detailed description of the proposed coating installation process. Describe surface preparation, independent laboratory test results, mix design procedures and method of controlling uniform thickness. 2. A representative employed by the manufacturer and having technical training in epoxy or cementitious liner shall be named and available for consultation by telephone during business hours and on site upon 48 hours notice. 3. Manufacturer's representative on concrete lining systems shall provide technical assistance to applicators to ensure proper usage of dispensing equipment and accurate proportions of admixtures. 1.04 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit proposed design mix and test data for each type and strength of concrete. C. Submit manufacturer's data and details of following items for approval: 1. Frames, grates, rings, and covers. 2. Materials to be used in fabricating drops. 05/2013 02542 - 3 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3. Materials to be used for pipe connections at manhole walls. 4. Materials to be used for stubs and stub plugs. 5. Plugs to be used for sanitary sewer hydrostatic testing. 6. Shop Drawings of manhole sections and base units and construction details, including reinforcement, jointing methods, materials and dimensions. 7. Certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design criteria as established in this Section, 2.03E, "Design Loading Criteria". 8. Product data, materials and procedures for corrosion resistant liner and coatings, if required. For coating and resistant liner systems requiring 10-yr manufacturer warranty, submit specific coating system including product, thickness, and application for Engineer's approval. 9. Manufacturer's data for pre -mix (bag) concrete, if used for channel inverts and benches. D. Installer Qualifications: Installers of liners and wall repair systems shall submit qualifications to Engineer at least 14 days prior to start of any material application. Submittal shall consist of: 1. Manufacturer's approved equipment list, by name and model number for application of product and contractor's equipment list showing approved equipment available for use in product application. 2. List of contractor's personnel who have satisfactorily completed manufacturer's training in product application within previous two years. Include date of certification for each person. E. Provide Shop Drawings for fabrication and erection of casting assemblies. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include Setting Drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete shall conform to requirements in Section 03300 - Cast -In Place Concrete. B. Minimum concrete compressive strength of 4000 psi. 05/2013 02542 - 4 of 15 CITYOFPEARLAND CONCRETE MANHOLES AND ACCESSORIES C. Reinforcing Steel shall conform to requirement in Se ction 03300 - Cast -In Place Concrete. D. Mortar shall conform to requirements of ASTM C 270, Type S using Portland cement. 2.02 PRECAST CONCRETE MANHOLES A. Use manhole sections and base sections conforming to ASTM C 478. Use base riser section with integral floors, unless shown otherwise. Provide adjustment rings which are standard components of the manufacturer of the manhole sections meeting material requirements of ASTM C 478. Mark date of manufacture and name or trademark of manufacturer on inside of barrel. B. Construct barrels for precast manholes from 48-inch diameter standard reinforced concrete manhole sections unless otherwise indicated on Plans. Use various lengths of manhole sections in combination to provide the correct height with the fewest joints. Wall sections shall be designed for depth as shown and loading conditions as described in this Section, 2.03E, "Design Load Criteria", but shall not be less than 5 inches thick. Base section shall have a minimum thickness of 12 inches under the invert. C. Provide cone tops to receive 30-inch cast iron frames and covers, unless indicated otherwise. Use tops designed to support an AASHTO H-20 loading. D. Where the Plans indicate that manholes larger than 48-inch diameter are required, precast base sections of the required diameter shall be provided with flat slab top precast sections used to transition to 48-inch diameter manhole access riser sections. Transition can be concentric or eccentric. The transition shall be located to provide a minimum of 7-foot head clearance from the top of bench to underside of transition. E. Design Loading Criteria: The manhole walls, transition slabs, cone tops, and manhole base slab shall be designed by the manufacturer to the requirements of ASTM C 478 for the depth as shown on Plans and the following design criteria: AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. 2. Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. 3. Lateral soil pressure based on saturated soil conditions producing an at -rest equivalent fluid pressure of 100 pcf, with soil pressure acting on empty manhole. 4. Internal liquid pressure based on a unit weight of 63 pcf, with manhole filled with liquid from invert to cover, with no balancing external soil pressure. 5. Dead load of manhole sections fully supported by the transition and base slabs. 05/2013 02542 - 5 of 15 CITYOFPEARLAND CONCRETE MANHOLES AND ACCESSORIES 6. Design additional reinforcing steel to transfer stresses at openings. 7. The minimum clear distance between any two wall penetrations shall be 12 inches or half the diameter of the smaller penetration, whichever is greater. F. Form joints between sections with 0-ring gaskets conforming to ASTM C 443. G. Do not incorporate manhole steps in manhole sections. H. Do not use brick masonry in construction of sanitary sewer manholes. 2.03 MISCELLANEOUS METALS A. Provide cast-iron frames, grates, rings, covers, and stainless steel inflow preventers conforming to requirements of this Section and the City of Pearland Standard Construction Details. 2.04 DROPS A. Drops shall conform to the same pipe material requirements used in the main pipe, unless otherwise indicated on the Plans. 2.05 PIPE CONNECTIONS A. Use resilient connectors conforming to requirements of ASTM C 923. Metallic mechanical devices as defined in ASTM C 923 shall be made of the following materials: 1. External clamps: a. Type 304 stainless steel. 2. Internal, expandable clamps on standard manholes: a. Type 304 stainless steel, 11 gage minimum. 3. Internal, expandable clamps on corrosion -resistant manholes: a. Type 316 stainless steel, 11 gage minimum. b. Type 304 stainless steel, 11 gage minimum, coated with minimum 16 mm fusion -bonded epoxy conforming to AWWA C-213. 4. All precast openings shall be fully circular, 3609 openings. B. Where rigid joints between pipe and a cast -in -place manhole base are specified or shown on the Plans, use polyethylene -isoprene water -stop meeting the physical property requirements of ASTM C 923, Press -Seal WS Series, or equal. 05/2013 02542 - 6 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES C. Storm sewer pipe connections: 1. Connections acceptable for sanitary sewers. 2. Line pipe grouted in place with mortar. Rehabilitate. 2.06 WALL CLEANING MATERIAL A. Cleaners: Detergent or muriatic acid capable of removing dirt, grease, oil and other matter which would prevent a good bond of sealing material to wall. Refer to sealing material manufacturer's recommendations. 2.07 SEALANT MATERIALS A. Sealing materials between precast concrete adjustment ring and manhole cover frame shall be Adeka Ultraseal P201, or approved equal. 2.08 WALL REPAIR MATERIALS A. Hydraulic Cements: Use a blend of cement powders or hydraulic cement to stop active leaks in the manhole structure. B. Quickset Mortar: Use a quickset mortar to repair wide cracks, holes or disintegrated mortar. 2.09 CORROSION RESISTANT MANHOLE MATERIALS A. Provide one of the following as indicated on the Plans: 1. Precast cylindrical Portland cement concrete sanitary sewer manhole sections, base sections, and cone sections with one of the following factory applied internal coatings or approved equal: a. NeoPoxyTM NPR-5300 Series "PureEpoxy" spray on epoxy liner and other required fillers/sealants per manufacturer's recommendations: b. NeoPoxy NPR-3501 high tensile elongation epoxy elastomeric gout and sealant. c. NeoPoxy NPR-5305 trowelable epoxy filler, grout and sealant, d. Chemical and cementitious rapid set hydraulic grouts such as Strong -Plug, Strong -Seal QSR, Quadex Hyperform and Quadex Hydro -Plug, or other equivalents pre -approved by the engineer. 05/2013 02542 - 7 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES e. NeoPoxy P-88 ultraviolet light resistant topcoat. f. EMACO liner (contact City of Pearland Public Works Department for specific type). g. Raven liner (contact City of Pearland Public Works Department for specific type). h. SewperCoat 100% Calcium aluminate by KerneosTM Aluminate Technologies. 2. Type I Coating: The manufacturer of these applied products shall provide a minimum 10-year material and labor warranty. A 10-year manufacturer warranty shall be applicable for the following sanitary sewer manholes: a. Manholes that receive force main discharge. b. Manholes within the lift/pump station site including last manhole before wet well. c. Manholes with 5 feet diameter and larger or manholes that receive discharge from 15" or larger diameter gravity sewer. d. Manholes as deteluiined by City Engineer. 3. Type II Coating: All other sanitary sewer manholes shall be coated with minimum 125 mil thick coating of products specified in Section 2.09.1.a-d, or approved equal. 2.10 BACKFILL MATERIALS A. Backfill materials shall conform to the requirements of Section 02255 — Bedding, Backfill, and Embankment Materials. 2.11 NON -SHRINK GROUT A. For non -shrink grout, use prepackaged, inorganic, flowable, non -gas -liberating, non- metallic, cement -based grout requiring only the addition of water. It shall meet the requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength of 7000 psi. 05/2013 02542 - 8 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2.12 CASTINGS A. Castings for frames, grates, rings and covers shall conform to City of Pearland Standard Construction Details and shall be ASTM A 48, Class 30. Provide locking covers if indicated on Plans. B. Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C. Fabricate castings to conform to the shapes, dimensions, and with wording or logos shown on the Plans. D. Castings shall be clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.13 BEARING SURFACES A. Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.14 SPECIAL FRAMES AND COVERS A. Where indicated on the Plans, provide watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by East Jordan Iron Works, or approval equal. B. Where personnel entry is anticipated, minimum clear openings of 30-inches is required. 2.15 FABRICATED RING GRATES A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615. B. Welds connecting the bars shall conform to AWS D12.1. 2.16 INFLOW PREVENTERS A. Provide stainless steel inflow preventers with air release vents on all sanitary sewer manholes. 05/2013 02542 - 9 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.0 EXECUTION 3.01 EXAMINATION A. Verify lines and grades are correct. B. Determine if the subgrade, when scarified and re -compacted, can be compacted to 95 percent of maximum Standard Proctor Density according to ASTM D 698 prior to placement of foundation material and base section. If it cannot be compacted to that density, the subgrade shall be moisture conditioned until that density can be reached or shall be treated as an unstable subgrade. C. Do not build sanitary or storm sewer manholes in ditches, swales, or drainage paths unless approved by the Engineer. 3.02 PLACEMENT OF PRECAST MANHOLES A. Install precast manholes to conform to locations and dimensions shown on Plans. B. Place manholes at points of change of alignment, grade, size, pipe intersections, and end of sewer. 3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS A. Place precast base on 12-inch-thick (minimum) foundation of cement stabilized sand or a concrete foundation slab. Compact cement -sand in accordance with requirements of Section 02318 — Excavation and Backfill for Utilities. B. Unstable Subgrade Treatment: When unstable subgrade is encountered, the subgrade will be examined by the Engineer to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred, the subgrade shall be over - excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabric as the foundation material under the manhole base. If there is evidence of heaving, a pile - supported concrete foundation, as detailed on the Plans, shall be provided under the manhole base, when indicated by the Engineer. 3.04 PRECAST MANHOLE SECTIONS A. Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations. B. Install precast or steel adjustment rings above tops of cones or flat -top sections as required to adjust the finished elevation and to support manhole frame. C. Seal any lifting holes with non -shrink grout. 05/2013 02542 - 10 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES D. Where PVC liners are required, seal joints between sections in accordance with manufacturers recommendations. 3.05 PIPE CONNECTIONS AT MANHOLE A. Install approved resilient connectors at each pipe entering and exiting sanitary sewer manholes in accordance with manufacturer's instructions. B. Ensure that no concrete, cement stabilized sand, fill, or other rigid material is allowed to enter the space between the pipe and the edge of the wall opening at and around the resilient connector on either the interior or exterior of the manhole. If necessary, fill the space with a compressible material to guarantee the full flexibility provided by the resilient connector. All pipe openings shall be fully circular, 360° openings. C. Where a new manhole is to be constructed on an existing sewer, install precast manhole base with factory installed Fernco type connections and pipe stubouts at least two (2) feet outside manhole wall. Manhole shall be cut -in to existing pipe. No "horseshoe" or "dog house" type connections will be permitted. D. Do not construct joints on sanitary sewer pipe within wall sections of manholes. Use approved connection material. E. Construct pipe stubs with resilient connectors for future connections at locations and with material indicated on Plans. Install approved stub plugs at interior of manhole. F. Test connection for watertight seal before backfilling. 3.06 INVERTS FOR SANITARY SEWERS A. Construct invert channels to provide a smooth flow transition waterway with no disruption of flow at pipe -manhole connections. Conform to following criteria: Slope of invert bench: 1 inch per foot minimum; 1-1/2 inch per foot maximum. 2. Depth of bench to invert: Pipes smaller than 15-inches: one-half largest pipe diameter Pipes 15 to 24-inches: three -fourths the largest pipe diameter Pipes larger than 24-inches: equal to the largest pipe diameter 3. Invert slope through manhole: 0.10-foot drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on Plans. B. Form invert channels with class A concrete if not integral with manhole base. For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. 05/2013 02542 - 11 of 15 CITYOFPEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.07 DROPS FOR SANITARY SEWERS A. Construct Drops with same materials used in main pipe unless otherwise indicated on Plans or approved by the Engineer. Install a Drop when a sewer line enters a manhole higher than 30-inches above the invert of the manhole. All drops must be interior drops. B. Teiiiiinate encasement of blind drops a minimum of 5 inches below top of bell and not less than 12 inches above top of next lower bell. Install approved plug at bell. 3.08 MANHOLE FRAME AND ADJUSTMENT RINGS A. Combine precast concrete adjustment rings so that the elevation of the installed casting cover is 3/8 inch below the pavement surface. Seal between adjustment ring and the manhole top with non -shrink grout; do not use mortar between adjustment rings. Apply a latex -based bonding agent to concrete surfaces to be joined with non -shrink grout. Set the cast iron frame on the adjustment ring in a bed of approved sealant. The sealant bed shall consist of two beads of sealant, each bead having minimum dimensions of 1/2-inch and 3/4-inch wide. B. For manholes in unpaved areas, top of frame shall be set a minimum of 6 inches above existing ground line unless otherwise indicated on Plans. In unpaved areas, encase the manhole frame in mortar or non -shrink grout placed flush with the face of the manhole ring and the top edge of the frame. Provide a rounded corner around the perimeter. 3.09 BACKFILL A. Place and compact backfill materials in the area of excavation surrounding manholes in accordance with requirements of Section 02318 — Excavation and Backfill for Utilities. Use embedment zone backfill material, as specified for the adjacent utilities, from manhole foundation up to an elevation 12 inches over each pipe connected to the manhole. Provide trench zone backfill, as specified for the adjacent utilities, above the embedment zone backfill. B. Where rigid joints are used for connecting existing sewers to the manhole, backfill under the existing sewer up to the spring -line of the pipe with Class B concrete or flowable fill. 3.10 MANHOLE WALL CLEANING A. The floor and interior walls of the manhole shall be thoroughly cleaned and made free of all foreign materials including dirt, grit, roots, oils, grease, sludge, incompatible existing coatings, waxes, form release, curing compounds, efflorescence, sealers, salts, or other contaminants which may affect the performance and adhesion of the coating to the substrate. 05/2013 02542 - 12 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 1. High pressure water blasting with a minimum of 3,500 psi shall be used to clean free all foreign material within the manhole 2. When grease and oil are present within the manhole, an approved detergent or muriatic acid shall be used integrally with the high pressure cleaning water. 3. All materials resulting from the cleaning of the manhole shall be removed prior to application of the coating. 4. All loose grout, ledges, steps and protruding ledges shall be removed to provide an even surface prior to application of coating. B. Prevent any foreign material from entering the adjoining pipes. Remove droppings of foreign and wall sealant materials before they harden on the bottom of the manhole. C. No separate pay shall be made for this item. Include cost for sealing in the unit price for manholes. D. Manufacturer's representative shall be available at all times on site to answer questions and approve manhole preparation work prior to lining. 3.11 MANHOLE WALL SEALING A. Seal active leaks in the manhole structure by using non -shrink grout. B. Remove loose or defective wall material. Wipe or brush surface clean prior to the application of hydraulic cement C. Drill weep holes at bottom of manhole walls to relieve hydrostatic pressure to stop leaks. Plug pressure relief holes after leaks are stopped using hydraulic cement materials. Lead wool may also be used to plug large leaks. D. Repair wide cracks, or holes with quickset mortars. Follow manufacturer's application procedures. E. Shape manhole inverts before wall sealing work. Apply concrete to cleaned manhole benches as specified in Section 03300. F. After all active leaks have been stopped, clean and prepare walls for application of selected liner material. G. Properly apply the sealing compound to provide the minimum required uniform coating to the wall surface. H. Prevent any foreign material from entering the adjoining pipes. Remove droppings of foreign and wall sealant materials before they harden on the bottom of the manhole. 05/2013 02542 - 13 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES I. Strictly follow product manufacturer's published technical specifications and recommendations for surface preparation, application and proportioning. 3.12 FIELD QUALITY CONTROL A. Conduct leakage testing of manholes in accordance with requirements of Section 02530 — Gravity Sanitary Sewers. Vacuum test shall be completed prior to coating of the manhole. 3.13 INSPECTION A. After manhole wall sealing has been completed, visually inspect the manhole in the presence of Engineer. Check for cleanliness and for elimination of active leaks. B. At completion of manhole construction, assist Engineer in verifying installation of minimum coating thickness of concrete liner. Test several points on the manhole wall. Repair verification points prior to final acceptance for payment. C. During application of corrosion resistant liner, a wet film thickness gauge, meeting ASTM D4414, shall be used. Measurements shall be taken, documented and attested by the Contractor for submission to the Owner. D. At completion of manhole construction, assist Engineer in inspection of installation. 3.14 TESTING A. After the coating product(s) have set in accordance with manufacturer's instructions, all surfaces shall be inspected for holidays with high -voltage holiday detection equipment. Reference NACE RPO 188-99 for performing holiday detection. All detected holidays shall be marked and repaired by abrading the coating surface with grit disk paper or other hand tooling method. After abrading and cleaning, additional coating can be hand applied to the repair area. All touch-up/repair procedures shall follow the coating manufacturer's recommendations. Documentation on areas tested, results and repairs made shall be provided to Owner by Contractor. B. Visual inspection shall be made by the Project Engineer and/or Inspector. Any deficiencies in the finished coating shall be marked and repaired according to the procedures set forth herein by Contractor. 3.15 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. 05/2013 02542 - 14 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.16 PROTECTION OF THE WORK A. Protect Manholes from damage until subsequent work has been accepted. B. Repair or replace damaged elements of Manholes at no additional cost to the Owner. C. In unpaved areas, provide positive drainage away from manhole frame to natural grade. END OF SECTION 05/2013 02542 - 15 of 15 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS Section 02603 FRAMES, GRATES, RINGS, AND COVERS 1.0 GENERAL 1.01 SECTION INCLUDES A. Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings and extensions. B. Ring grates. C. References to Technical Specifications: 1. Section 01200 — Measurement and Payment Procedures 2. Section 01350 - Submittals D. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM A 48, "Standard Specification for Gray Iron Castings" b. ASTM A 615, "Standard Specification for Deformed and Plain Carbon -Steel Bars for Concrete Reinforcement" c. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" 2. American Association of State Highway and Transportation Officials (AASHTO) a. AASHTO M 306, "Drainage, Sewage, Utility, and Related Castings" 3. American Welding Society (AWS) a. AWS D12.1, "Reinforcing Steel Welding Code" 4. Texas Commission on Environmental Quality (TCEQ) a. Chapter 217.55 "Minimum Clear Opening" 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for frames, grates, rings, covers, and seals under this Section. Include cost in Bid Items for which this Work is a component. B. If frames, grates, rings, covers, and seals are included as a Bid Items, measurement will be based on the Units shown in Section 00300 — Bid Proposal and in accordance with Section 01200 — Measurement and Payment Procedures. 12/2015 02603 - 1 of 3 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Provide copies of manufacturer's specifications, load tables, dimension diagrams, anchor details, and installation instructions. Manufacturer shall be East Jordan Iron Works, Inc. or as approved by public works. C. Provide Shop Drawings for fabrication and erection of casting assemblies. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include Setting Drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 CASTINGS A. Castings for frames, grates, rings and covers shall conform to ASTM A 48, Class 35B and AASHTO M 306. Provide locking covers if indicated on Plans. B. Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C. Fabricate castings to conform to the shapes, dimensions, and with wording or logos shown on the Plans. D. Castings shall be 75% post -consumer recycled material, clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.02 BEARING SURFACES A. Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.03 SPECIAL FRAMES AND COVERS A. Where indicated on the Plans, provide stainless steel inflow preventers and watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole Frames and Covers, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by East Jordan Iron Works, or as approved by public works. B. Where personnel entry is anticipated, minimum clear opening of 30-inches is required. 12/2015 02603 - 2 of 3 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS 2.04 FABRICATED RING GRATES A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615. B. Welds connecting the bars shall conform to AWS D12.1. 2.05 MORTAR A. Conform to requirements of ASTM C 270, Type S using Portland cement. 3.0 EXECUTION 3.01 INSTALLATION A. All installations that have an elevation difference between the final elevation of the manhole cover and the surrounding finished grade greater than 18 inches will be required to be hinged, lift assist gasketed ring and cover. B. Install castings according to approved Shop Drawings, instructions given in related Sections, and applicable directions from the manufacturer's printed materials. C. Set castings accurately at required locations to proper alignment and elevation. Keep castings plumb, level, true and free of rack. Measure location accurately from established lines and grades. Brace or anchor frames temporarily in formwork until permanently set. D. Ring grates shall be fabricated in accordance with Plans and shall be set in mortar in the mouth of the pipe bell. END OF SECTION 12/2015 02603 - 3 of 3 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 1.0 GENERAL DUCTILE IRON PIPE AND FITTINGS Section 02634 DUCTILE IRON PIPE AND FITTINGS 1.01 SECTION INCLUDES A. Ductile iron pipe and fittings for water mains, wastewater force mains, gravity sanitary sewers, and storm sewers. B. References to Technical Specifications: 1. Section 01350 — 2. Section 02676 — 3. Section 02533 — 4. Section 02630 — 5. Section 02510 — 6. Section 02530 — C. Referenced Standards: 1. Submittals Hydrostatic Testing of Pipelines Sanitary Sewage Force Mains Polyethylene Wrap Water Mains Gravity Sanitary Sewers American National Standards Institute (ANSI) a. b. c. d. e. f. g• h. ANSI A21.51, Ductile -Iron Pipe Centrifugal Cast, in Metal Molds ANSI A21.11, Rubber Gasket Joints Cast and Ductile Iron Press Pipe ANSI A21.15, Flanged Cast and Ductile Iron ANSI A21.50, Thickness Design of Ductile Iron Pipe ANSI A21.10, Cast Iron and Ductile Iron Fittings, 2 thru 48 in./Water ANSI B 16.1, Cast Iron Pipe Flanges and Flanged Fittings ANSI A21.53, Ductile -Iron Compact Fittings for Water Service ANSI A21.4, Cement -Mortar lining/Cast and Ductile Iron Pipe and Fittings 2. American Water Works Association (AWWA) a. AWWA C 111 Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings b. AWWA C110 Ductile -Iron and Gray Iron Fittings for Water c. AWWA C153 Ductile -Iron Compact Fittings for Water Service d. AWWA C600 Installation for Ductile -Iron Water Mains and Their Appurtenances 3. Steel Structures Painting Council (SSPC) a. SSPC-SP 6, Commercial Blast Cleaning 4. American Society for Testing and Materials (ASTM) 5/2013 02634 - 1 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS a. ASTM G 62, "Standard Test Method for Holiday Detection in Pipeline Coatings" b. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for ductile iron pipe and fittings under this Section. Include cost in Bid Items for Water Mains, Sanitary Sewage Force Mains, Gravity Sanitary Sewers, and Stoiiii Sewers. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit Shop Drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fitting, flange, and special details. Show station numbers for pipe and fittings corresponding to Plans. Production of pipe and fittings prior to review by the Engineer is at Contractor's risk. 1.04 QUALITY CONTROL A. Provide manufacturer's certifications that all ductile iron pipe and fittings meet provisions of this Section and have been hydrostatically tested at factory and meet requirements of ANSI A21.51. B. Provide certifications that all pipe joints have been tested and meet requirements of ANSI A21.11. 2.0 PRODUCTS 2.01 DUCTILE IRON PIPE A. Ductile iron pipe barrels: ANSI A21.15, ANSI A21.50 or ANSI A21.51; bear mark of Underwriters' Laboratories approval. B. Provide pipe sections in standard lengths, not less than 18 feet long, except for special fittings and closure sections as indicated on Shop Drawings. C. Unless otherwise shown on Drawings, use minimum Pressure Class 250 for waterlines or thickness Class 52 for waterlines in casing or augered hole. Provide minimum thickness Class 52 for sanitary sewers. Provide minimum Pressure Class 350 for flanged pipe. 5/2013 02634 - 2 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.02 JOINTS A. Joint types: ANSI A21.11 push -on; ANSI A21.11 mechanical joint; or ANSI A21.15 flanged end. Provide push -on joints unless otherwise indicated on the Plans or required by these specifications. For bolted joints, bolts shall conform to requirements of AWWA C111. B. Where restrained joints for buried service are required by Plans, provide one of the following, or Approved Equal (restrained joints shall be polyethylene wrapped): 1. Super -Lock Joint by Clow Corporation. 2. Flex -Ring or Lok-Ring by American Cast Iron Pipe Company. 3. TR-Flex Joint by U.S. Pipe and Foundry Company. 4. EBAA IRON MEGALUG Mechanical Joint Restraint. C. Threaded or grooved type joints which reduce pipe wall thickness below minimum required are not acceptable. D. Provide for restrained joints designed to meet test pressures required under Section 02676 - Hydrostatic Testing of Pipelines or Section 02533— Sanitary Sewage Force Mains, as applicable. E. Where ductile iron water main is cathodically protected from corrosion, bond rubber gasketed joints as shown on Plans to provide electrical continuity along entire pipeline, except where insulating flanges are required by Plans. 2.03 GASKETS A. Furnish, when no contaminant is identified, plain rubber (SBR) gasket material; for flanged joints 1/8-inch thick gasket in accordance with ANSI A21.15. B. Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed pipeline, shall have the following gasket materials for the noted contaminants: CONTAMINANT GASKET MATERIAL REQUIRED Petroleum (diesel, gasoline) Nitrile Rubber, Nitrile Rubber, FKM Viton Type Gasket (ASTM 1418) Other contaminants As recommended by the pipe manufacture 5/2013 02634 - 3 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.04 FITTINGS A. Use fittings of same size as pipe. Reducers are not peliiiitted to facilitate an off -size fitting. Reducing bushings are also prohibited. Make reductions in piping size by reducing fittings. Line and coat fittings as specified for pipe they serve. B. Push -on Fittings will not be allowed above grade. C. Flanged Fittings: ANSI A21.10; ANSI B16.1 cast or ductile iron. Flanges: ANSI B16.1, Class 125; pressure rated at 250 psig. D. Mechanical Joint Fittings: ANSI A21.10 (AWWA C110); pressure rated at 250 psi. E. Ductile Iron Compact Fittings for Water Mains: ANSI A21.53 (AWWA C153); 4-inch through 12-inch diameter; cement -mortar lining; conform to requirements of Section 02630 — Polyethylene Wrap. 2.05 COATINGS AND LININGS A. Water Main Interiors: ANSI A21.4, cement lined with seal coat. B. Sanitary Sewer and Force Main Interiors: 1. Preparation: Commercial blast cleaning conforming to SSPC-SP6. 2. Liner thickness: Nominal 40 mils, minimum 35 mils, for pipe barrel interior; minimum 6 - 10 mils at gasket groove and outside spigot end to 6-inches back from end. 3. Testing: ASTM G 62, Method B for voids and holidays; provide written certification. 4. Acceptable Lining Materials: a. Virgin polyethylene conforming to ASTM D 1248, with inert fillers and carbon black to resist ultraviolet degradation during storage heat bonded to interior surface of pipe and fittings; "Polyline" by American Cast Iron Pipe Company; or Approved Equal. b. Polyurethane: Como -pipe II by Madison Chemicals. c. Ceramic Epoxy: Protecto-401 by Enduron Protective Coatings. C. Sanitary Sewer Point Repair Pipe: For pipes which will be lined with high density polyethylene liner pipe or cured -in -place liner, provide cement -lined with seal coat in accordance with ANSI A21.4. For pipes which will not be provided with named liner, provide pipe as specified in this Section, 2.05B "Sanitary Sewer and Force Main Interiors". 5/2013 02634 - 4 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS D. Exterior: Prime coat and outside asphaltic coating conforming to ANSI A21.10, ANSI A21.15, or ANSI A21.51 for pipe and fittings in open cut excavation and in casings. E. Polyethylene Wrap: For buried water lines and sanitary sewers, including point repairs, provide polyethylene wrap unless otherwise specified or shown. Provide Polyethylene Wrap for all buried ductile iron pipe, including polyurethane coated pipe. F. For flanged joints in buried service, provide petrolatum wrapping system, Denso, or Approved Equal, for the complete joint and all alloy steel fasteners. Alternatively, provide bolts made of Type 304 Stainless Steel. G. Pipe to be installed in potentially contaminated areas shall have coatings and linings recommended by the manufacturer as resistant to the contaminants. 2.06 MANUFACTURERS A. Pre -approved manufacturers of ductile iron are American Cast Iron Pipe Co., McWane Cast Iron Pipe Co., and U. S. Pipe and Foundry Co. 3.0 EXECUTION 3.01 INSTALLATION A. Conform to installation requirements of Section 02510 — Water Mains, Section 02530 — Gravity Sanitary Sewers, and Section 02533 — Sanitary Sewage Force Mains, except as modified in this Section. B. Install in accordance with AWWA C600 and manufacturer's recommendations. C. Install all ductile iron pipe in polyethylene wrap, unless cathodic protection is provided. Do not use polyethylene wrap with a cathodic protection system. 3.02 GRADE A. Unless otherwise specified on Plans, install ductile iron pipe for water service to clear utility lines with following minimum cover: DIAMETER (INCHES) DEPTH OF COVER (FEET) 16 and 24 5 12 and smaller 4 END OF SECTION 5/2013 02634 - 5 of 5 CITY OF PEARLAND STEEL PIPE AND FITTINGS Section 02635 STEEL PIPE AND FITTINGS 1.0 GENERAL 1.01 SECTION INCLUDES A New steel pipe and fittings for water mains, pumping facilities, and casings. B References to Technical Specifications: 1. Section 01350 — Submittals 2. Section 02636 — Polyurethane Coatings on Steel or Ductile Iron Pipe 3. Section 02510 — Water Mains C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM A 36, "Standard Specification for Carbon structural Steel" b. ASTM A 570, "Standard Practice for Roof System Assemblies Employing Steel Deck, Performed Roof Insulation, and Bituminous Built -Up Roofing" c. ASTM A 53, "Standard Specification for Pipe, Steel, Black and Hot - Dipped, Zinc -Coated, Welded and Seamless" d. ASTM A 135, "Standard Specification for Electric -Resistance -Welded Steel Pipe" e. ASTM A 139, "Standard Specification for Electric -Fusion (arc) - Welded Steel Pipe (NPS 4 and Over)" f. ASTM C 150, "Standard Specification for Portland Cement" g. ASTM C 33, "Standard Specification for Concrete Aggregates" h. ASTM D 512, "Standard Test Method for Chloride Ion in Water" i. ASTM D 1293, "Standard Test Method for pH of Water" j. ASTM D 4541, "Standard Test Method for Pull -Off Strength of Coatings Using Portable Adhesion Testers" 2. American Water Works Association (AWWA) a. AWWA C200 Steel Water Pipe — 6 in. and Larger b. AWWA C206 Field Welding of Steel Water Pipe c. AWWA M11 Steel Water Pipe: A Guide for Design and Installation, Fourth Edition d. AWWA C207 Steel Pipe Flanges for Waterworks Service — Sizes 4 in. Through 144 in. e. AWWA C214 Tape Coating Systems for the Exterior of Steel Water Pipelines f. AWWA C210 Liquid -Epoxy Coating Systems for the Interior and Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines 02/2008 02635 - 1 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS g. AWWA C205 Cement -Mortar Protective Lining and Coating for Steel Water Pipe — 4 in. and Larger — Shop Applied h. AWWA C602 Cement -Mortar Lining of Water Pipelines in Place-4 in. and Larger i. AWWA C209 Cold -Applied Tape Coatings for the Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines 3. American National Standards Institute (ANSI) 4. National Sanitation Foundation (NFS) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for steel pipe and fittings under this Section. Include cost in Bid Items for water mains, pumping facilities and casings. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit Shop Drawings for aerial crossings and water plant/facilities. Include design of new pipe and fittings indicating alignment and grade, laying dimensions, lining and coating systems, proposed welding procedures, fabrication, fitting, flange, and special details. C Show station numbers for pipe and fittings corresponding to Plans. 1.04 QUALITY CONTROL A Provide manufacturer's certifications that all pipe and fittings have been hydrostatically tested at factory in accordance with AWWA C200, Section 3.4. B Provide manufacturer's affidavits that polyurethane coatings, linings and tape coatings comply with applicable requirements of this Section and that coatings were applied and allowed to cure at a temperature 5 degrees above the dew point. C Provide manufacturer's affidavits that mortar coatings and linings comply with applicable requirements of this Section and that linings were applied and allowed to cure at a temperature above 32 degrees F. D Prior to work being started, provide proof of certification of qualification for all welders employed for type of work, procedures and positions involved. Qualifications shall be in accordance with AWWA C206. E Production of pipe and fittings prior to review by the Engineer shall be at Contractor's risk. 02/2008 02635 - 2 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2.0 PRODUCTS 2.01 STEEL PIPE A Provide steel pipe designed and manufactured in conformance with AWWA C200 and AWWA M1 1 except as modified herein. Steel shall be minimum of ASTM A 36, ASTM A 570 Grade 36, ASTM A 53 Grade B, ASTM A 135 Grade B, or ASTM A 139 Grade B. B Minimum Allowable Steel -Wall Thickness: In accordance with following table for HS-20 live loads and depths of bury of up to 16 feet and AWWA C200 new uncoated welded steel. CASING PIPE (ENCASEMENT SLEEVES) CASING PIPE SIZE MINIMUM WALL APPROXIMATE WEIGHT PER LINEAR FOOT UNCOATED O.D. THICKNESS 8" 8.625" 0.219" 19.64 10" 10.75" 0.219" 24.60 12" 12.75" 0.219" 29.28 14" 14.00" 0.219" 32.00 16" 16.00" 0.219" 36.86 20" 20.00" 0.250" 52.73 24" 24.00" 0.250" 63.41 30" 30.00" 0.250" 79.43 C Provide pipe sections in lengths of no less than 20 feet except as required for special fittings or closure sections. D Fittings: Factory forged for sizes 4 inches through 24 inches; long radius bends; beveled ends for field butt welding; wall thickness: equal to or greater than pipe to which fittings is to be welded; unless otherwise shown on the Plans. E Joints: 1. Standard field joint for steel pipe; including casings: AWWA C206. a. Single -welded, lap joint. b. Double -welded, butt joint. 2. Provide mechanically coupled or flanged joints where required for valves and fittings, and as shown on Plans. Flanges: AWWA C207, Class D; same diameter and drilling as Class 125 cast iron flanges, ASA B16.1. Maintain electrically isolated flanged joints between steel and cast iron by using epoxy- 02/2008 02635 - 3 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS coated bolts, nuts, washers and insulating type gasket unless otherwise approved by Engineer. F Make curves and bends by use of beveled joints unless otherwise indicated on Plans. Contractor may submit details of other methods of providing curves and bends for consideration by the Engineer. If other methods are deemed satisfactory, install at no additional cost to Owner. G Provide shop coated and shop lined steel pipe with minimum of one coat of shop applied primer approved for use in potable water transmission on all exposed steel surfaces. Primer for tape coated steel pipe to be used for field -applied coatings shall have no less than 5 percent solids. Provide primer compatible with coating system and in accordance with coating manufacturer's recommendations. H Standard or Special Sections: Within 1/8 inch + of specified or theoretical lengths. Flanges: Square with pipe with bolt holes straddling both horizontal and vertical axis. Provide 1/2-inch gap between pipe ends where pipe is to be coupled with sleeve couplings. 2.02 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE A General: Supplied with either tape coatings as specified herein. 1. Tape Coating: AWWA C214; 80-mil, shop -applied, Polyken YG-11I, Tek-Rap Yard -Rap, or equal, except as modified herein. Components: primer, one 20- mil layer of inner -layer tape for corrosion protection and two 30-mil layers of outer -layer tape for mechanical protection. Primer: compatible with tape coating, supplied by coating -system manufacturer. Provide pipe with shop coatings cut back from joint ends to facilitate joining and welding of pipe. Taper successive tape layers by 1-inch staggers to facilitate field wrapping of joints. Cut back approximately 4 to 4-1/2 inches to facilitate welding. Inner and outer tape widths: DIAMETER TAPE WIDTH 4" — 6" 6" 8" — 12" 9" 14" — 16" 12" 18" — 24" 18" 2.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE IN TUNNEL, CASING OR AUGER HOLES A Provide exterior coating system of pipe in augered holes or casing, without annular grout, as specified in Section 02636 — Polyurethane Coatings on Steel or Ductile Iron Pipe. No additional exterior coating is required for mortar coated pipe. 02/2008 02635 - 4 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2.04 EXTERNAL COATING SYSTEM ABOVEGROUND (OR EXPOSED) FOR STEEL PIPE INSTALLED A Provide a 3-coat epoxy/polyurethane coating system as designated below. Surface Preparation Prime Coat 2.0 to 4.0 mils Dh�1 Intermediate Coat 4.0 to 6.0 mils Dh�1 Finish Coat 1.5 to 2.0 mils DI, I SSPC SP10 Near White Blast Clean 2.0 to 3.0 mils surface profile ACRO 4422 Inhibitive Epoxy Primer, or approved equal ACRO 4460 Chemical Resistant Epoxy, or approved equal ACRO 4428 Polyurethane, or approved equal B Total minimum allowable dry film thickness for system: 10 mils. C All materials shall be from same manufacturer. 2.05 INTERNAL LINING SYSTEMS FOR STEEL PIPE A General: Supply steel pipe with either epoxy lining or shop applied cement mortar lining, capable of conveying water at temperatures not greater than 140°F. All linings shall conform to American National Standards Institute/National Sanitation Foundation (ANSI/NFS) Standard 61 and certified by an organization accredited by ANSI. Unless otherwise noted, coat all exposed (wetted) steel parts of flanges, blind flanges, bolts, access manhole covers, etc., with epoxy lining, as specified herein. B Epoxy Lining: AWWA C210 - White, or approved equal for shop and field joint applied, except as modified herein. 1. Surface Preparation: SSPC-SP-10(64); Near White Blast Clean; 2.0 to 3.0 mils surface profile. 2. Prime Coat: ACRO 4460 NSF Certified Epoxy - Buff; 4.0 to 6.0 mils DFI' or approved equal. 3. Intermediate Coat: ACRO 4460 NSF Certified Epoxy - Buff: 4.0 to 6.0 mils DP I or approved equal. 4. Finish Coat: ACRO 4460 NSF Certified Epoxy - White 4.0 to 6.0 mils DI, I or approved equal. 5. Minimum allowable dry film system thickness: 12.0 mils. 6. Maximum allowable dry film system thickness: 18.0 mils. 7. Minimum field adhesion: 700 psi. 8. Dry film thicknesses for approved alternate products in accordance with the product manufacturer's recommendations. 9. The lining system may consist of three or more coats of the same approved alternate epoxy lining without the use of a separate primer. 02/2008 02635 - 5 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 10. Provide materials from the same manufacturer. C Shop Applied Cement Mortar Lining: AWWA C205; shop -applied, cement mortar linings, except as specified herein 3/8 inch minimum thickness for pipe diameters 24 inches and smaller. Pipe with cut back lining from joint ends no more than 2 inches to facilitate joining and welding of pipe. 2.06 MORTAR FOR EXTERIOR JOINTS A Cement Mortar: One part cement to two parts of fine, sharp clean sand; mix with water to a consistency of thick cream. B Portland Cement: ASTM C 150, Type II. C Sand: 1. Inside joints: AWWA C602; fine graded natural sand. 2. Outside joints: ASTM C 33; natural sand with 100 percent passing No. 16 sieve. D Water: total dissolved solids less than 1000 mg/1; ASTM D 512 chloride ions less than 100 mg/1 for slurry and mortar cure; ASTM D 1293 pH greater than 6.5. 3.0 EXECUTION 3.01 PIPING INSTALLATION A Conform to applicable provisions of Section 02510 — Water Mains except as modified herein. 3.02 EXTERNAL COATING SYSTEM FOR BURIED STEEL PIPE A Tape Coating System: 1. Inspect pipe, prior to shipment, for holidays and damage to coating. Perform electrical holiday test of minimum of 6,000 volts with a 60 cycle current audio detector. If test indicates no holidays and outer wrap(s) is torn, remove damaged layers of outer wrap by carefully cutting with sharp razor -type utility knife. Wash with Xylol area to be patched and at least 4 inches of undamaged tape where hand -applied tape wrap will overlap. AWWA C209 cold -applied tape; compatible with tape -wrapping system applied for each layer of outer - wrap tape that has been removed. If damaged area shows holiday when tested, remove outer layers and expose inner wrap. Prime exposed area and overlaps with light coat of primer. Firmly press into place patch of inner wrap of sufficient size to extend 4 inches from holidays in all directions. Holiday test patch to verify that it is installed satisfactorily. Retrim outer layer of tape to expose first wrap of outer -wrap tape sufficiently to allow minimum lap of 2 inches in all directions. Wash exposed outer wrap tape with Xylol and prime. Apply two layers of AWWA C209 outer wrap with 35 mils minimum thickness. 02/2008 02635 - 6 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2. Regardless of results of electrical holiday test, bubbles in tape coating system are not allowed. Cut out bubbles and patch as detailed above. 3. Field repairs and applications of coatings: AWWA C209 around joint cutbacks except as modified herein. Field -welded joints: clean shop -primed ends of weld splatter, damaged primer and rust to achieve required surface preparation prior to field repair of linings and coatings. a. Immediately prior to placing joint in trench, remove shop -applied primer by abrasive blasting, solvent or other method as approved by the Engineer. Avoid damage to adjacent existing coatings. Clean surfaces to achieve surface preparation at least equivalent to SSPC SP6 in accordance with AWWA C209. Solvent: environmentally safe and compatible with coating -system primer. b. Apply primer immediately prior to application of first layer of tape to achieve maximum bond. Apply tape while primer is still "tacky" with 3-inch minimum overlap over shop -applied coating. 4. Do not expose tape coatings to harmful ultraviolet light for more than 90 days. Discard (remove) and replace outer layer of tape coating when exposure exceeds 90 days. In case of factory applied coatings, remove joint from site for removal and reapplication of outer layer of tape coatings. B At Owner's option, coating system and application may be tested and inspected at plant site in accordance with AWWA C214. C Cement Mortar Coating: AWWA C205; 1-inch minimum thickness; cut back from joint ends no more than 2 inches to facilitate joining and welding of pipe. 3.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVEGROUND, IN VAULTS, TUNNELS OR CASINGS, AND INTERNAL LINING FOR ALL INSTALLATIONS A Cement Mortar Lining: AWWA C205; 1/2-inch minimum thickness; cut back from joint ends to facilitate joining and welding of pipe. B Safety: Paints, coatings, and linings specified herein are hazardous materials. Vapors may be toxic or explosive. Protective equipment, approved by appropriate regulatory agency, is mandatory for all personnel involved in painting, coating, and lining operations. C Workmanship: 1. Application: By qualified and experienced workers who are knowledgeable in surface preparation and application of high-performance industrial coatings. 2. Paint Application Procedures: SSPC Good Painting Practices, Volume 1. D Surface Preparation: 1. Prepare all surfaces for painting with abrasive blasting. 2. Schedule cleaning and painting so that detrimental amounts of dust or other contaminants do not fall on wet, newly -painted surfaces. Protect surfaces not intended to be painted from effects of cleaning and painting operations. 02/2008 02635 - 7 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 3. Prior to blasting, clean surfaces to be coated or lined of grease, oil and dirt by steaming or detergent cleaning in accordance with SSPC SP1. 4. Metal and Weld Preparation: Remove all surface defects such as gouges, pits, welding and torch -cut slag, welding flux and spatter by grinding to 1/4-inch minimum radius. 5. Abrasive Material: a. Blast only as much steel as can be coated same day of blasting. b. Use sharp, angular, properly -graded abrasive capable of producing depth of profile specified herein. Transport abrasive to jobsite in moisture -proof bags or airtight bulk containers. Copper slag abrasives are not acceptable. c. After abrasive blast cleaning, verify surface profile with replica tape such as Tes-Tex Coarse or Extra Coarse Press-O-Film Tape, or approved equal. Furnish tapes to Owner for filing and future reference. d. Do not blast if metal surface may become wet before priming commences, or when metal surface is less than 5 degrees F above dew point. 6. Remove all dust and abrasive residue from freshly blasted surfaces by brushing or blowing with clean, dry air. E Coating and Lining Application: 1. Environmental Conditions: Do not apply coatings or linings when metal temperature is less than 50 degrees F; when ambient temperature is less than 5 degrees F above dew point; when expected weather conditions are such that ambient temperature will drop below 40 degrees F within 6 hours after application of coating; or when relative humidity is above 85 percent. Measure relative humidity and dew point by use of sling psychrometer in conjunction with U.S. Department of Commerce Weather Bureau Psychometric Tables. Provide dehumidifiers for all field -applied coatings and linings to maintain proper humidity levels. 2. Application Procedures: a. Apply coatings and linings in accordance with manufacturer's recommendations and requirements of this Section. Provide a finish free of runs, sags, curtains, pinholes, orange peel, fish eyes, excessive overspray or de -laminations. b. Thin materials only with manufacturer's recommended thinners. Thin only amount required to adjust viscosity for temperature variations, proper atomization and flow -out. Mix material components using mechanical mixers. c. Discard catalyzed materials remaining at end of day. 3. Apply primer immediately after surface has been cleaned. Thoroughly dry pipe before primer is applied. Apply succeeding coats before contamination of under surface occurs. 4. Allow each coat of paint either to dry or cure amount of time recommended by coating or lining manufacturer before successive coats of paint are applied. Apply all successive coats of paint within recoat threshold time as 02/2008 02635 - 8 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS recommended by coating or lining manufacturer on printed technical data sheets or through written communications. 3.04 INSPECTION A Procure services of an independent testing laboratory or inspection service, approved by the Engineer, to perform tests on all portions of coating and lining applications. Laboratory shall supply services of NACE Certified Coatings Inspectors having Level III Certification for all coating and linings inspection work. Include cost of such testing in contract unit price bid for water main. Furnish copies of all test reports to the Engineer for review. If defective coatings or lining are revealed, cost of repair and testing of repair will be paid for by Contractor. The Engineer shall have full and final decision as to suitability of all coatings and linings tested. B For all field applied coatings and linings, including joints, notify Owner sufficiently in advance of work so that Owner can perform examination of and acceptance of surface preparation and application of each coat prior to application of next coat. Furnish appropriate test data to Owner verifying compliance with requirements of this Section of each coat prior to proceeding with next coat. Recoat or repair runs, overspray, roughness and/or abrasives in coating, or other indications of improper application in accordance with coating or lining manufacturer's and the Engineer's instructions. C Repairs, surface preparation and painting will be subject to inspection by Owner. Guidelines published by Steel Structures Painting Council will be used as basis for acceptance or rejection of cleaning, painting or coating application. SSPC VIS 1, Pictoral Surface, along with single -probe magnetic pull -off type dry film thickness gages, electrical holiday detectors, and standard wet film thickness gages will be used to determine acceptability of paint applications. D Check film thickness with nondestructive magnetic pull -off gage such as Mikrotest Model DFG-100 or electronic thickness gage. National Bureau of Standards certified thickness calibration plates will be used to verify accuracy of thickness gage. Determine maximum and minimum thickness in accordance with SSPC PA2 for frequency and method. Evaluate each length of pipe under SSPC PA2. Consider each field joint area separate and discrete for purpose of DFT measurements. Perforiir five spot DFT measurements on each field joint area (15 individual readings). Check thickness of each individual coat as well as thickness of overall system with respect to compliance with this Section. Failure to meet either overall system thickness requirements or requirements of component coats shall be cause for rejection and recoat or repair of entire joint or length of pipe. E Holiday Test: 1. Begin inspection after coating has sufficiently cured, usually one to five days. (Consult coating manufacturer for specific curing schedule.) 2. Use high -voltage d-c holiday detector such as D.E. Stearns Company Model 14/20 or Tinker & Rasor Model AP/W. Use 1600 volts, plus or minus 100 volts. Use brass brush type electrode. 02/2008 02635 - 9 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 3. Ground high -voltage d-c holiday detector to metal being inspected. Earth -type ground tape is not acceptable. Mark detected defects with white chalk, repair and reinspect. 4. Adhesion Tests: ASTM D 4541; pull -off testing using an Elcometer Model 106 Fixed Alignment Adhesion Tester. Adhesion testing may be directed by the Engineer on any length of pipe or joint which exceeds maximum coating thickness limitations specified in this Section. 3.05 COATINGS AND LININGS INSPECTION A Owner reserves right to inspect or acquire service of independent third -party inspector who is fully knowledgeable of, and qualified to inspect, surface preparation and application of high-performance coatings to inspect any and all phases of all coatings and linings work, whether field or shop applied. Contractor responsible for application and performance of coating and lining whether or not Owner provides such inspection. END OF SECTION 02/2008 02635 - 10 of 10 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE Section 02636 POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A Two -component polyurethane coating system for use as an internal or external coating for steel or ductile iron pipe. B References to Technical Specifications: 1 Section 01350 — Submittals 2. Section 02634 - Ductile Iron Pipe and Fittings 3. Section 02635 — Steel Pipe and Fittings C Referenced Standards: 1. American Water Works Association (AWWA) a. AWWA C210, Liquid Epoxy Coating Systems for the Interior and Exterior of Steel Water Pipelines 2. American Society for Testing and Materials (ASTM) a. ASTM D 16, "Standard Terminology for Paint, Related Coatings, Materials, and Applications" b. ASTM D 1737, "Standard Guide for Testing Industrial Water - Reducible Coatings" 3. Steel Structures Painting Council (SSPC) a. SSPC-PA 2, Measurement of Dry Paint Thickness with Magnetic Gauges b. SSPC-PA 3, A Guide to Safety in Paint Application c. SSPC-PS Guide 17.00, Guide for Selecting Urethane Painting Systems d. SSPC-SP 1, Solvent Cleaning e. SSPC-SP 10, Near -White Blast Cleaning 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 of polyurethane coatings in Bid Items for steel pipe or ductile iron pipe. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit coating manufacturer's catalog sheets and technical information for approval, prior to delivery of pipe. 07/2006 02636 - 1 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE C Obtain from coating manufacturer and submit a coating "affidavit of compliance" to requirements of this Section stating that coatings were applied in factory and in accordance with manufacturer's minimum requirements. 1.04 SAFETY A Secure, from manufacturer, Material Safety Data Sheet (MSDS) for polyurethane coatings and repair materials listed in this Section. B Safety requirements stated in this and related Sections apply in addition to applicable federal, state and local rules and regulations. Comply with instructions of coating manufacturer and requirements of insurance underwriters. C Follow handling and application practices of SSPC-PA Guide 3; SSPC-PS Guide 17.00; Coating Manufacturer's Material Safety Data Sheet. 1.05 DELIVERY, STORAGE, AND HANDLING A Use standard containers to prevent gelling, thickening deleteriously or forming of gas in closed containers within period of one year from date of manufacture. B Label each container of separately packaged component clearly and durably to indicate date of manufacture, manufacturer's batch number, quantity, color, component identification and designated name or formula specification, number of coatings together with special instructions. Do not use coating components older than one year. C Deliver coating materials to pipe manufacturer in sealed containers showing designated name, batch number, color, date of manufacture and name of coating manufacturer. D Store materials on site in enclosures which are out of direct sunlight, and in warm, ventilated, and dry area. E Prevent puncture, inappropriate opening, or other action which may lead to product contamination. 2.0 PRODUCTS 2.01 COATING MATERIAL A Coating Standard: ASTM D 16. B Coating System: Use Type V system which is a 2-package polyisocyanate, polyol- cured urethane coating, mixed in 1:1 ratio at time of application. The components shall be balanced viscosities in their liquid state and not require agitation during use. C Exterior Coating Material: CORROPIPE II -TX and Joint Coating Material CORROPIPE ll-PW, manufactured by Madison Chemical Industries, Inc., 5673 Old Dixie Road, Forest Park, Georgia 30050, or approved equal. 07/2006 02636 - 2 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE D Internal Coating Material: Joint Coating Material CORROPIPE II-PW, manufactured by Madison Chemical Industries, Inc., 5673 Old Dixie Road, Forest Park, Georgia 30050, or approved equal. E Cured Coating Properties: 1. Conversion to Solids by Volume: 97 percent plus or minus 3 percent. 2. Temperature Resistance: Minus 40 degrees F and plus 130 degrees F. 3. Minimum Adhesion: 500 psi, when applied without primer to ductile iron pipe which has been blasted to comply with SSPC-SP 10. 4. Cure Time: For handling in 1 minute at 120 degrees F, and full cure within 7 days at 70 degrees F. 5. Maximum Specific Gravities: Polyisocyanate resin, 1.20. Polyol resin, 1.15. 6. Minimum Impact Resistance: 80 inch -pounds using 1-inch diameter steel ball where coating is applied at 30 mils to ductile iron pipe surface which has been blasted to SSPC No. 10 finish. 7. Minimum Tensile Strength: 2000 psi. 8. Hardness: 55 plus or minus 5 Shore D at 70 degrees F. 9. Flexibility Resistance: ASTM D 1737 using 1-inch mandrel. Allow coating to cure for 7 days. Perform testing on test coupons held for 15 minutes at temperature extremes specified in this Paragraph. 2.02 REPAIR AND TOUCHUP MATERIAL A CORROPIPE lI PW (two -component, brush applied, or approved equal). Mix in accordance with coating manufacturer's recommendations. 3.0 EXECUTION 3.01 SURFACE PREPARATION A Remove deposits of oil, grease or other organic contaminates before blast cleaning by using solvent wash as specified in SSPC-PA Guide 3. Clean and dry surfaces making them completely dry, free of moisture, dust, grit, oil, grease or any other deleterious substances prior to application of coating. B Exterior and Interior Surfaces: SSPC-SP10, near -white metal blast cleaning. The blasting shall be done with clean, hard, sharp cutting abrasives with no steel or cast iron shot in the mix. C Ductile Iron Pipe: Prior to the start of production blasting, prepare specimens for a white metal blast and a near -white metal blast using the equipment and abrasives proposed for the work. During preparation of the specimens, the blasting intensity and abrasive shall be changed as necessary to provide the degree of cleaning required by SSPC-SP10, except that the color of the blasted substrate is not expected to match the color of blasted steel. After examination and concurrence by the Engineer, the production blasting may begin. Monitor and control the production blasting so that production pipe surfaces match the surface of the approved blasting specimens. 07/2006 02636 - 3 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 3.02 THICKNESS A External Coatings: Minimum DFT of 25 mils (0.025 inch). B Internal Coatings: Minimum DFT of 35 mils. C Thickness Determinations: Use Type 1 magnetic thickness gauge as described in SSP- PA2 specification. Individual readings below 90 percent of specified minimum are not acceptable. Average individual spot readings (consisting of three point measurements within 3 inches of each other) less than 95 percent of minimum are not acceptable. Average of all spot readings less than minimum thickness specified is not acceptable. 3.03 FACTORY APPLICATION OF POLYURETHANE COATING A Equipment: Two -component, 1:1 mix ratio, heated airless spray unit. B Temperature: Minimum 5 degrees F above dew point temperature. The temperature of the surface shall not be less than 60 degrees F during application. C Humidity: Heating of pipe surfaces may be required to meet the requirements of this Section, 2.01E, "Cured Coating Properties", if relative humidity exceeds 80 percent. D Do not thin or mix resins; use as received. Store resins at a temperature above 55 degrees F at all times. E Application: Conform to coating manufacturer's recommendations. Apply directly to substrate to achieve specified thickness. Multiple -pass, one -coat application process is permitted provided maximum allowable recoat time specified by coating manufacturer is not exceeded. F Recoat only when coating has cured less than maximum time specified by coating manufacturer. When coating has cured for more than recoat time, brush -blast or thoroughly sand coating surface. Blow -off cleaning using clean, dry, high pressure compressed air. G Cure at ambient temperature above 0 degrees F. Do not handle pipe until coating has been allowed to cure as follows: AMBIENT TEMPERATURE MINIMUM FULL CURE TIME Over 70 degrees F 7 days 50 to 70 degrees F 9 days 0 to 50 degrees F 12 days 07/2006 02636 - 4 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 3.04 JOINTS A Apply coating to unlined pipe surfaces including inside of bell socket and outside of spigot. B Coating thickness on sealing areas of spigot end of pipe exterior: Minimum 8 mils (0.008 inch), maximum of 10 mils (0.010 inch). Maximum 10 mils may be exceeded in spigot end provided maximum spigot diameter as specified by pipe manufacturer is not exceeded. 3.05 INSPECTION A Engineer may inspect coatings at coating applicator's facilities. B Secure approval of surface preparation by coating manufacturer's representative prior to coating application. C Holiday Inspection: Conform to AWWA C 210, Section 5.3.3.1. Follow coating manufacturer's recommendation. Conduct inspection any time after coating has reached initial cure. Repair in accordance with this Section, 3.07 "Repair and Field Touchup". 3.06 PIPE INSTALLATION A When required by the Engineer, provide services of manufacturer's representative for period of not less than 2 weeks at beginning of actual pipe laying operations to advise Contractor regarding installation including but not limited to handling and storing, cleaning and inspecting, coatings repairs, and general construction methods as to how they may affect pipe coatings. B Use nylon straps, padded lifts and padded storage skids. Field cuts should be kept to minimum. Repair damage to coating due to handling or construction practices. Refer to Section 02634 - Ductile Iron Pipe and Fittings and Section 02635 — Steel Pipe and Fittings for additional requirements. C Just before each section of pipe is to be placed into the trench, conduct a visual and holiday inspection. Defects in the coating system shall be repaired before the pipe is installed. 3.07 REPAIR AND FIELD TOUCHUP A Apply repair and touchup materials in conformance with factory application of polyurethane coating requirements specified in this Section, excluding equipment requirements. B Repair Procedure - Holidays: 1. Remove traces of oil, grease, dust, dirt, and other deleterious materials 2. Roughen area to be patched by sanding with rough grade sandpaper (40 grit). 07/2006 02636 - 5 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 3. Apply one coat of repair material described above. Work repair material into scratched surface by brushing. C Repair Procedure - Field Cuts or Large Damage: 1. Remove burrs from field cut ends or handling damage and smooth out edge of polyurethane coating. 2. Remove traces of oil, grease, dust, dirt, and other deleterious materials 3. Roughen area to be patched with rough grade sandpaper (40-grit). Feather edges and include overlap of 1 inch to 2 inches of roughened polyurethane in area to be patched. 4. Apply thick coat of repair material described above. Work repair material into scratched surface by brushing. Feather edges of repair material into prepared surface. Cover at least 1 inch of roughened area surrounding damage, or adjacent to field cut. D Repair Procedure - Thermite Brazed Connection Bonds: 1. Remove polyurethane coating with power wire brush from area on metal surface which is to receive thermite brazed connection. 2. Grind metal surface to shiny metal with power grinder and coarse grit grinding wheel. 3. Apply thermite-brazed connection using equipment, charge and procedure recommended by manufacturer of thermite equipment. 4. After welded surface has cooled to temperature below 130 degrees F, apply protective coating repair material to weld, exposed pipe surface and damaged areas of polyurethane coating. 5. Do not cover or backfill freshly repaired areas of coating at thermite-brazed connection until repair material has completely cured. Allow material to cure in conformance with manufacturer's recommendations. END OF SECTION 07/2006 02636 - 6 of 6 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 3 TECHNICAL SPECIFICATIONS DIVISION 3 CONCRETE 07/2006 CITY OF PEARLAND CAST -IN -PLACE CONCRETE Section 03300 CAST -IN -PLACE CONCRETE 1.0 GENERAL 1.01 SECTION INCLUDES A. Cast -in -place concrete building frame members, floors, shear walls, foundation walls, and supported slabs, vaults, manholes and wet wells. B. Cast -in -place concrete work for utility construction or rehabilitation, such as slabs on grade, small vaults, site -cast bases for precast units, cast -in -place manholes, including headwalls and miscellaneous small structures. C. D. E. F. G. H. Floors and slabs on grade. Concrete seal slabs. Control, and expansion and contraction joint devices associated with concrete work, including joint sealants. Design, construction, erection, and removal of structural concrete formwork. Equipment pads, light pole base, thrust blocks. References to Technical Specifications: 1. Section 01200 - 2. Section 01350 - 3. Section 01310 - 4. Section 03600 - 5. Section 03310 - 6. Section 03100 7. Section 01440 8. Section 01460 I. Reference Standards: Measurement and Payment Submittals Coordination and Meetings Structural Grout Structural Concrete — Concrete Formwork — Inspection Services — Testing Laboratory Services 1. American Concrete Institute (ACI) 2. American Society for Testing and Materials (ASTM) 3. Concrete Reinforcing Steel Institute (CRSI) 4. American Welding Society (AWS) 5. Wire Reinforcement Institute (WRI) 6. Encyclopedia of Industrial Chemical Analysis 5/2013 03300 - 1 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 1.02 UNIT PRICES A. Measurement 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. B. Measurement for extra cast -in -place concrete is on cubic -yard basis. Payment includes related work performed in accordance with related sections. C. Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A. 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 in abnormal properties. Hot weather concreting shall be in accordance with ACI - 305R. B. Cold Weather: Period when, for more than 2 successive days, mean daily temperature is below 40 degrees F. Cold weather concreting shall be in accordance with ACI - 306R. 1.04 SUBMITTALS A. Submittals shall conform to the requirements of Section 01350 — Submittals. B. Shop Drawings: 1. Submit Shop Drawings detailing reinforcement fabrication, bar replacement location, splices, spacing, bar designation, bar type, length, size, bending, number of bars, bar support type, and other pertinent information, including dimensions. Provide sufficient detail for placement of reinforcement without use of Plans. Information shall correspond directly to data listed on bill of materials. 2. Use of reproductions of Plans by Contractor, Subcontractor, erector, fabricator 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 as correct, and acceptance of obligation to pay for any job expense, real or implied, arising due to errors that may occur thereon. Remove references to Design Engineer, including seals, when reproductions of Plans are used as Shop Drawings. 3. Detail Shop Drawings in accordance with ACI 315, Figure 6. 5/2013 03300 - 2 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 4. Submit Shop Drawings showing location of proposed additional construction joints, and obtain approval of the Engineer, prior to submitting reinforcing steel Shop Drawings. C. Bill of Materials: Submit with Shop Drawings. D. Product Data: 1. Mechanical Bar Splices: Submit manufacturer's technical literature, including specifications and installation instructions. 2. Epoxy grout proposed for anchoring reinforcing dowels to hardened concrete: Submit manufacturer's technical literature including recommended installation procedures. 3. Provide data on joint devices, attachment accessories and admixtures. E. Certificates: 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 United 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. Submit under provisions of Section 01350-Submittals. 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. 5/2013 03300 - 3 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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. B. Fine and Coarse Aggregates: ASTM - C33. 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. 2.02 ADMIXTURES A. Air Entrainment: ASTM - C260. B. Chemical: ASTM - C494, Type A - Water Reducing Type D - Water Reducing and Retarding Type E - Water Reducing and Accelerating admixture. 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 -Shrink 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. Joint Filler Type C: ASTM - D1752; Premolded sponge rubber, fully compressible with recovery rate of minimum 95 percent. 5/2013 03300 - 4 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE B. Sealant: ASTM - D1190; synthetic rubber. 2.05 CONCRETE MIX A. Mix and deliver concrete in accordance with ASTM - C94, Alternative No. 3. A minimum 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 criteria: 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 in cold weather only when approved by Engineer. Use of admixtures will not relax cold weather placement requirements. D. Use set retarding admixtures during 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. 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 material, to provide continuous, straight, smooth surfaces. Form material 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. Form material 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 material acceptable to the Engineer of sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. C. Plywood: Conform to PS 1, Class 1. D. Lumber: Conform to PS 20. 5/2013 03300 - 5 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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 forming unexposed sides of grade beams cast monolithically with slabs on grade. 2. Where sides of excavations are stable enough to prevent caving or sloughing, following surfaces may be cast against neat -cut excavations: a. Sides of footings. b. Inside face of perimeter grade beams not monolithic with slab on grade. When inside face is cast against earth, increase beam width indicated on Plans by 1 inch. c. Both faces of interior 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. 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. 5/2013 03300 - 6 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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 stapling. J. Circular Forms: 1. Form round -section members with paper or fiber tubes, constructed of laminated plies using water-resistant adhesive with wax -impregnated exterior for weather and moisture protection. Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation. Provide manufacturer's seamless units to minimize spiral gaps and seams. 2. Fiberglass or steel forms may be used for round -section members. K. Shores: Wood or adjustable metal, with bearing 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 fabricated for use as a form accessory. 2. Fabricate ties so ends or end fasteners can be removed without causing spalling 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 perfoirnance. Coating shall not bond with, stain or otherwise adversely affect concrete surfaces, or impair their subsequent treatment, including application of bonding agents, curing compounds, paint, protective liners and membrane waterproofing. N. Coating for Plastic Forms: Alkali -resistant gel -coat. O. Chamfer Strips: Unless otherwise indicated on Plans, provide 3/4 inch chamfer strips in corners of forms to produce beveled edges where required by this Section, 3.0 "Execution". P. Form Gaskets: Polyethylene rod, closed cell, 1-inch diameter. 5/2013 03300 - 7 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2.07 DESIGN OF FORMWORK A. Conform to ACI 117, ACI 347 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 Foruring: 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 accessories 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. 5/2013 03300 - 8 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE H. Slabs on Grade: Provide chairs with sheet metal bases or provide precast concrete bar supports 3 inches wide, 6 inches long, and thick enough to allow required cover. Embed tie wires in 3-inch by 6-inch side. I. 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 Engineer. Welded splices of reinforcing steel shall develop a tensile strength exceeding 125 percent of the yield strength of the reinforcing bars connected. 2. Provide materials 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:Building 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 minimum stress. Stagger splices in adjacent bars. 2. Length of lap splices: As shown on Plans. 5/2013 03300 - 9 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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. 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 [II, resistant to wear, staining and chemical attack, blended with granite, sand, trap rock or quartz aggregate, trowel -applied over concrete floor. Topping thickness shall be 1/8 inch. Color shall be gray. C. Abrasive Aggregate for Nonslip Finish: Fused aluminum oxide grit, or crushed emery aggregate containing not less than 40 percent aluminum oxide and not less than 25 percent ferric oxide. Material shall be factory graded, packaged, rustproof and nonglazing, and unaffected by freezing, moisture and cleaning materials. 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 deterioration of concrete surfaces caused by heavy traffic; and be capable of adhering to floor surfaces subject to hydrostatic pressure from below. Color shall be transparent amber or gray. Surface shall be non -slip. 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 5/2013 03300 - 10 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE recommendations and instructions may be used. 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. Submit manufacturer's technical information on proposed bonding agent. G. Patching Mortar: 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. Deterinine color by making trial patch. 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, material 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: Class H concrete with 3/8-inch maximum coarse aggregate size, as specified in this Section. L. Concrete Fill: Class H concrete with 3/8-inch maximum coarse aggregate size, (Class C 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. 5/2013 03300 - 11 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2.11 CONCRETE CURING MATERIALS A. Membrane -forming Curing Compound: Conform to ASTM - C309, Type 1D, and following requirements. 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 topping or floor covering, material shall not reduce bond of coating, topping, or floor covering 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. Conform to local, state and federal solvent emission requirements. 5. White pigmented concrete curing compound shall be sprayed on in one even coat with a hand or power sprayer as soon as the surface water disappears from concrete surface. B. Clear Curing and Sealing Compound (VOC Compliant): Conform to ASTM - C309, Type 1, Class B, and the following requirements: 30 percent solids content minimum; 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 Material for Curing Concrete: ASTM - C171; waterproof paper, polyethylene film or white burlap -polyethylene sheeting. D. Curing Mats (for use in Curing 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 reinforcement. B. Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not cause hardship in placing concrete. 5/2013 03300 - 12 of 38 CITY OF PEARLAND CAST -IN -PLACE 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 in existing concrete, insert steel dowels and pack solid with non -shrink grout. 3.03 PREPARATION OF SURFACES FOR CONCRETING A. Earth Surfaces: Under interior 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 barrier material; lap over damaged areas at least 6 inches and seal watertight. 2. Other Earth Surfaces: Thoroughly wet by sprinkling prior 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 debris at the time of placing concrete. B. Construction Joints: 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. 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 Plans call for joint surfaces to be coated, clean joint surfaces of laitance, loose or defective concrete and foreign material by hydroblasting or sandblasting (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 uniformly. Place wall concrete on the grout mix immediately thereafter. 5/2013 03300 - 13 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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 of placement is the sole responsibility of the Contractor. D. Unless otherwise approved by Engineer, 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 written 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, dewatering 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 of metalwork to be in contact with concrete. 3.04 FORMWORK INSTALLATION A. Formwork Construction 1. Construct and maintain 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 5/2013 03300 - 14 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE openings, offsets, sinkages, 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 joints 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 indicated 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 finish or rubbed finish. 8. Rough forms may be 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 materials 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. 5/2013 03300 - 15 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 5. Provide exterior exposed edges with 3/4-inch chamfer or 3/4-inch radius. 6. Arrange facing material in 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 maintain true surfaces, preventing offsets or loss of mortar. C. Foil is for Surfaces Requiring Rubbed Finish: Provide forms as specified in this Section, 3.04B "Forms for Surfaces Requiring Smooth Form Finish". Use smooth plywood linings or foul's, 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 confoini 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. I. 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 foul's. 2. Brace foilns securely against lateral deflections. Prepare to compensate for settling during concrete placement. 5/2013 03300 - 16 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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 material to prevent vertical displacement; set tight to prevent horizontal displacement. Exercise care to avoid buckling of forms. Install in accordance with manufacturer's directions and recommendations. 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 against 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 reinforcement 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 reinforcing steel, conduit or embedded items, bars may be moved within specified tolerances or one bar diameter, whichever is greater. Where 5/2013 03300 - 17 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE greater movement of bars is required to avoid interference, notify the Engineer. Do not cut reinforcement to install inserts, 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 accessories 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 accessories. Blocking reinforcement with concrete or masonry is prohibited. E. Placement for Concrete on Ground: Support bar 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 reinforcing bars and wires. F. Vertical Reinforcement in Columns: Offset vertical bars 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. Lap Splices: Unless otherwise shown or noted, Class B, conforming to ACI 318-89, Section 12.15.1. Tie securely with wire prior to concrete placement, to prevent displacement of splices during concrete placement. 3. Mechanical Bar Splices: 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 prior 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 materials. c. Unless noted otherwise, match mechanical coupler spacing and capacity to that shown for the adjacent reinforcing. 5/2013 03300 - 18 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 4. Construction Joints: Place reinforcing continuous through construction joints, unless noted otherwise. H. 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 WRI - Manual of Standard Practice for Welded Wire Fabric. Field Bending: Shape reinforcing bent during construction operations to conform to Plans. Bars shall be cold -bent; do not heat bars. Closely inspect reinforcing 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. J. Epoxy -coated Reinforcing Steel: Install in accordance this Section, 3.06J "Field Bending", and in a manner that will not damage epoxy coating. Repair damaged epoxy coating with patching material as specified in Paragraph 2.09 A - Bending. K. Field Cutting: Cut reinforcing bars by shearing or sawing. Do not cut bars with cutting torch. L. 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. 5/2013 03300 - 19 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03210A 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 stilTups and ties (but the required number of stirrups and ties shall not be reduced): ±l 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 5/2013 03300 - 20 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03210B MINIMUM CONCRETE COVER FOR REINFORCEMENT i 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 Principal 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 No. 18 bars: 1 1/2 Formed concrete surfaces 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 and 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 5/20 1 3 03300 - 21 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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 aluminum materials in conveying concrete. B. Rejected Work: Remove concrete found to be defective or non-confoiining in materials or workmanship. Replace rejected concrete with concrete meeting requirements of Contract Documents, at no additional cost to the Owner. C. Unauthorized Placement: Place no concrete except in the presence of the Engineer. Notify the Engineer in writing at least 24 hours before placement of concrete. D. Placement in Wall Faints: 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 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. Unifo'inly distribute concrete during depositing. 4. Do not displace concrete in forirns more than 6 feet in horizontal direction from place where it was originally deposited. 5. Deposit in uniform horizontal layers not deeper than 2 feet; take care to avoid inclined layers or inclined construction joints 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. 5/2013 03300 - 22 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE F. Placement of Slabs: In hot or windy weather, conducive to plastic shrinkage cracks, apply evaporation retardant to slab after screeding 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 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. 3.09 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 minimum hose (conduit) diameter: Comply with ACI 304.2R-96:Placing 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 Quality 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 shrinkage, place concrete in 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 5/2013 03300 - 23 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE place comer 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 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 units. Use Group 2 vibrators only when accepted by the Engineer for specific locations. Do not transport concrete by vibrating. B. Use care in placing concrete around waterstops. Carefully work concrete by rodding and vibrating to make sure air and rock pockets have been eliminated. 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 accomplish 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. 3.12 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. 5/2013 03300 - 24 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 4. Refer to Section 03310 - Structural Concrete for Mass Concreting. 3.13 CONCRETE FINISHING 3.14 FINISHING OF FORMED SURFACES 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. 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 indicated on Plans, shall have smooth form finish. Smooth form finish 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 5/2013 03300 - 25 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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 coating. E. Spray -applied Coating: At Contractor's option, in lieu of rubbed finish, spray -applied coating may be applied after defects have been repaired and fins removed. Remove form oil, curing 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 occurring 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 Engineer, 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. B. 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. 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. 5/2013 03300 - 26 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE Straightedge Tolerance Class Length in 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 stiff brushes 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 -driven 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 uniform, smooth, granular texture. 3. Provide float finish at locations not otherwise specified and not otherwise indicated on Plans. G. Trowel Finish: 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 troweling 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 in texture and appearance and conforming to Class A tolerance. On surfaces intended to 5/2013 03300 - 27 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE support floor coverings, 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 completing 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. Consolidation 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 bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling, do not manipulate surfaces prior to finishing operations. C. Tolerances for Finished Surfaces: Independent testing laboratory will check floor flatness and levelness in accordance with this Section, 3.23F "Field Quality Control". 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 of power -driven float. Consolidate surface with power -driven floats. Use hand floating with wood or cork -faced floats in locations inaccessible to power - driven machine 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. 5/2013 03300 - 28 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE E. Trowel Finish: 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 trowelings 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 in texture and appearance and conforming to an FF25/FL20 tolerance for slabs on grade and FF25/FLl7 for elevated slabs, unless shown otherwise on Plans. On surfaces intended to support floor coverings, remove defects, which might show through covering, by grinding. 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 inches thick. Form keyway in 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 in Bottom of Clarifiers and Thickeners: 1. Minimum thickness of concrete topping: 1 inch. Maximum thickness when swept in by clarifier and thickener equipment: 3 inches. 5/2013 03300 - 29 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2. Compact topping and fill by rolling or tamping, bring to established 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 sweeping -in process 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. 4. As soon as topping or fill finishing is completed, coat surface with curing compound. After the topping is set and sufficiently hard in clarifiers 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 clarifiers 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 coving 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. Provide epoxy penetrating sealer at locations indicated on Plans. 3.20 EPDXY FLOOR TOPPING A. Surfaces to receive epoxy floor topping: Apply wood float finish unless recommended otherwise by epoxy floor topping manufacturer. Clean surface and apply epoxy floor topping in compliance with manufacturer's recommendations and instructions. Thickness of topping: 1/8 inch. 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 2-inch-high coverage of floor coating on vertical surface. 5/2013 03300 - 30 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE C. Mask walls, doors, frames and similar surfaces to prevent floor coating contact. D. When coving 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. Finished surface shall be free of trowel marks and dimples. F. Provide epoxy floor topping at locations indicated on Plans. 3.21 SEALER/DUSTPROOFER A. Where sealer or sealer/dustproofer is indicated on Plans, just prior to completion of construction, apply coat of specified clear sealer/dustproofing compound to exposed interior concrete floors in accordance with manufacturer's instructions. 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 in 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 appointed firm. C. Submit proposed mix design to inspection and testing 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 or as directed by the Engineer. F. One additional test cylinder will be taken during cold weather concreting, cured on job site under same conditions as concrete it represents. 5/2013 03300 - 31 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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 covering 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 in accordance with ACI 301-99:Specifications for Structural Concrete - IP. 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 direction of Engineer for each individual area. 3.26 CURING A. Comply with ACI 308.1-98:Standard Specifications for Curing Concrete. Cure by preventing loss of moisture, rapid temperature change and mechanical injury for a period of 7 curing days when Type II or IP cement has been used and for 3 curing days when Type 111 cement has been used. Start curing as soon as free water has disappeared from the concrete surface after placing and finishing. 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 50 degrees F. In continued cold weather, when artificial heat is not provided, removal of forms and shoring 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 Engineer. B. Cure formed surfaces not requiring rub -finished surface by leaving forms in place for the full curing period. Keep wood forms wet during the curing period. Add water as 5/2013 03300 - 32 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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: 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 curing/sealing compounds or moist cotton mats until normal curing period 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, applied 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 mechanical 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. 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 Minimum curing period: 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 during final curing period. 5/2013 03300 - 33 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 5. During 2-week curing period, 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 -retaining 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 may be 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 shoring 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 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 may be 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. 5/2013 03300 - 34 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 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 against evaporation and loss of moisture. 2. Compressive 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 reshoring is permitted, plan operations in advance and obtain the Engineer's approval of such operations. While reshoring 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 reshoring. B. Place reshores as soon as practicable after form -stripping operations are complete but in 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 time of removal of formwork supporting weight of concrete. C. Floors supporting shores under newly -placed concrete: Leave original supporting shores in place, or re -shore. Locate reshores directly under shore position above. Extend reshoring over a sufficient number of stories to distribute weight of newly - placed concrete, forms and construction live loads in such manner that design superimposed 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 material. For metal forms, straighten, remove dents and clean to return forms to original condition. 5/2013 03300 - 35 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03100A TOLERANCES FOR FORMED SURFACES CONCRETE IN BUILDINGS** Variation From Variation In For any 10-foot length For any 20-foot length or any bay Maximum for Entire Dimension Plumb or Specified Batter Lines and Surfaces of Columns, Piers, Walls and Anises 1/4" - - 1" Exposed Corner Columns, Control Joint Grooves, and Other Conspicuous Lines - - - 1/4" 1/2" Level of Specified Grade Slab Soffits, Ceilings, Beam Soffits, and Alrises (measured before removal of shores), 1/4" 3/8" 3/4" Exposed Lintels, Sills, Parapets, Horizontal Grooves and Other Conspicuous Lines - - - 1/4" 1/2" Drawing Dimensions Position of Linear Building Lines, Columns, Walls and Partitions - - - 1/2" 1" Size and Location of Sleeves, Floor Openings and Wall Openings - - - - - - ±1/4" Cross Section of Columns, Beams, Slabs, and Walls - - - - - - +1/2", -1/4" Footings* in Plan - - - - - - +2", -1/2" Footing Misplacement or Eccentricity in Direction of Enor (the lesser of) - - - - - - 2% 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" *Footing tolerances apply to concrete dimensions only, not to positioning of vertical reinforcing steel, dowels, or embedded items **Includes water and wastewater process structures 5/2013 03300 - 36 of 38 CAST -IN -PLACE CONCRETE CITY OF PEARLAND TABLE 03100B TOLERANCE FOR FORMED SURFACES CONCRETE IN BRIDGES, WHARVES AND MARINE STRUCTURES Variation FromVariation In Maximum Plumb of Specified Batter Surfaces of columns, piers and walls 1/2" in 10' Level or Specified Grade Top surfaces of slabs See Section 03345 Top surfaces of curbs and railings 3/16" in 10' Drawing Dimensions Cross section of columns, caps, walls, beams, and similar members Thickness of deck slabs Size and location of slab and wall openings Footings in plan Footing misplacement or eccentricity in direction of error (the lesser of) Footing thickness decrease Footing thickness increase Step rise in flight of stairs Step tread in flight of stairs Consecutive step rise Consecutive step tread ±1/2", 1/4" ±1/4", -1/8" ±1/2" +2, -1/2" 2% of width or 2" 5% No limit ±1/8" ±1/4" ±1/16" ±1/8" 5/2013 03300 - 37 of 38 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.31 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 5/2013 03300 - 38 of 38 CITY OF PEARLAND STRUCTURAL CONCRETE SECTION 03310 STRUCTURAL CONCRETE 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 2. Section 01200 3. Section 01350 4. Section 01450 5. Section 03300 — Bid Proposal — Measurement — Submittals — Testing Laboratory Services — Cast -in -Place Concrete 1.02 MEASUREMENT AND PAYMENT A. Measurement for structural concrete is on an each 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 includes related work performed in accordance with related sections of these Specifications. C. Refer to Section 01200 — Measurement and Payment for unit price procedures. D. No provisions shall be provided for temperature controlled curing of test cylinder. Test cylinder(s) shall be cured in identical environment until picked up by lab. 1.03 DEFINITIONS A. Mass Concrete: Concrete sections 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 in abnoiival properties. Hot weather concreting shall be done in accordance with ACI - 305R. C. Cold Weather: Period when, for more than 2 successive days, mean daily temperature is below 40 degrees F. Cold weather concreting shall be done in accordance with ACI - 306R. 5/2013 03310-1 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 1.04 SUBMITTALS A. Conform to Section 01350 — Submittals. B. Mill Certificates: Required for bulk cement. C. Design Mixes: Submit test data on proposed design mixes for each type of concrete in the Work, including each class, and variations in type, source or quantity of material. 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, including 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 include copies of laboratory test results and standard deviation calculated in accordance with ACI 318, Item 5.3.1. Laboratory tests shall have been performed within 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 following: 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 measuring 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 5/2013 03310-2 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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. Project Record Drawings: Accurately record actual locations of embedded utilities and components that are concealed from view. 1.05 QUALITY ASSURANCE A. Provide necessary controls during evaluation of materials, 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 modifications 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 testing required in this section, except concrete mix design, limestone aggregate test data, and testing of deficient concrete, will be performed by an independent commercial testing laboratory employed and paid by the Owner in accordance with Section 01450 — Testing Laboratory Services. 2. Provide material for and cooperate fully with Owner's testing 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. 5/2013 03310-3 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE d. Obtaining production samples of materials at plants or stockpiles during work progress and testing for compliance with this Specification. e. Strength testing of concrete according to following procedures: 1) Obtaining 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, according 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, molding 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 7 days. f. Air content: For each strength test, determination of air content of normal weight concrete according to ASTM C231. 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. i. 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. J. Monitoring 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. 5/2013 03310-4 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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, fabricated, 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 ±1 hour after trial batching and immediately immerse in water at 70 degrees F ±3 degrees F for at least 30 minutes; (b). Measure within 30 minutes after first 30 minutes of immersion to determine original length (not to be confused with "base length"); (c). Then submerge in saturated limewater, at 73 degrees F ±3 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. Compute the average drying shrinkage 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. 5/2013 03310-5 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE Report results of shrinkage tests to the nearest 0.001 percent of shrinkage. (h). Report shrinkage separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing. 4. Additional Testing and Quality Control Services: The following will be performed by an independent commercial testing 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. Alkalinity Tests: For concrete used in sanitary structures, one test for each structure. Perform alkalinity tests on concrete covering 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 prior 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 testing may be required by the Engineer. b. When concrete in place proves to be deficient, Contractor shall pay costs, including costs due to delays, incurred in providing additional 5/2013 03310-6 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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 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 during 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 in accordance with Section 03300 — Cast -in - Place Concrete, Paragraph 3.13. e. Structural Analysis: When core tests are inconclusive or impractical to obtain, the Engineer may perform additional structural analysis at Contractor's expense to confixin 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, in 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 detexnrine relative strengths at various locations in structure, to evaluate concrete strength in place, 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. 5/2013 03310-7 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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 in form of suspensions or non -stable solutions, provide suitable agitating equipment to assure uniform distribution of ingredients. Protect liquid admixtures from freezing and other temperature changes which would adversely affect their characteristics. 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. 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 111 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 admixtures containing more than 0.05 percent chloride ions. 2. Air -Entraining Admixtures: ASTM C260, compatible with other admixtures used. 5/2013 03310-8 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 3. Chemical Admixtures: Polymer type, non -staining, 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 deleterious 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 conforming to ASTM C33. 2. Fine Aggregate: Natural sand complying with ASTM C33. 3. Limestone aggregate shall conform to ASTM C33 and the following additional requirements: a. Clean, hard, strong and durable particles free of chemicals and coatings of silt, clay, or other fine materials that may affect hydration and bond of cement paste. b. 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. c. 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 in 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. e. Concrete fill, seal slabs and bonded concrete topping in clarifiers: 3/8 inch. 5/2013 03310-9 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 5. Coarse aggregate for lightweight concrete: ASTM C330. Grading limits: 3/4 inch 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", Euclid "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 -shrink 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 in 48 hours and 7,000 psi in 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 ingredients by weight. Submit mix designs and test results for approval. 1. During the trial batches, aggregate proportions may be 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 trial 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. 5/2013 03310-10 of 23 CITY OF PEARLAND STRUCTURAL 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. 4. In mix designs for Class A and D concrete, fine aggregate shall not exceed 41 percent of total aggregate by weight. C. Shrinkage 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 shrinkage requirement by more than 25 percent. 3. If the required shrinkage limitation 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 shrinkage or its effects. D. Selecting Ingredient Proportions for Concrete: 1. Proportion concrete mix according to ACI 301, Chapter 3. 2. Establish concrete mix design by laboratory trial batches prepared by independent testing 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: 5/2013 03310-11 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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 may be 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 -entrain all concrete except drilled shafts. Total air content in accordance with ASTM C173: 4 to 6 percent. H. Consistency, Workability, and Slump: 1. The quantity of water in a batch of concrete shall be just sufficient, with a normal mixing period, 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 of the concrete in successive batches by slump tests in 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" * Minimum slump where drilled shafts are cast in temporary casings: 5 inches 2. Specified slump shall apply at time when concrete is discharged at job site. Perform slump tests to monitor 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. 5/2013 03310-12 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE I. 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 indicated 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. 2. Classification: Minimum 28-day Class Compressive Strength (Norriial-weight) (psi) Concrete for Structures Containing Water or A 4,000 B 1,500 C 3,000 D 5,000 H 3,000 Minimum Cement Content Pounds per Cubic Yard Wastewater 564 (6 sacks) 329 (3 1 sacks) 470 (5 sacks) 658 (7 sacks) 611 (6 1 sacks) Concrete for Buildings, Slabs on Grade and Miscellaneous Structures AB 4,000 BB 1,500 CB 3,000 DB 5,000 Class (Light -weight) E F G Minimum 28-day Compressive Strength (psi) 3,000 4,000 5,000 Not Applicable Not Applicable Not Applicable Not Applicable Minimum Cement Content Pounds per Cubic Yard Not Applicable Not Applicable 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 inches, except as specified in Paragraph 2.01D.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. 5/2013 03310-13 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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. Use of Classes of Concrete: Use classes of concrete as indicated on the Drawings and in other specifications. 2. Liquid -containing structures: If not otherwise indicated, 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. 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: Unreinforced concrete fill under structures. 2.03 MIXING NORMAL WEIGHT CONCRETE A. Conform to ACI 301, Chapter 7. B. Ready -Mixed Concrete: 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". 5/2013 03310-14 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 2. Provide batch tickets with information specified in 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 in batch mixer confoiining 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 mixing aggregates, cement and water into uniform mass within 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 time 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 foilrr. 2. Two or more admixtures may be used in same concrete, provided that admixtures in combination retain full efficiency and have no deleterious effect on concrete or on properties of each other. Inject admixtures separately during batching 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. 5/2013 03310-15 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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, cooling 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 preparing 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 in mixer. 2. If aggregates are pre -dampened, add air -entraining admixture and all aggregates. Mix for minimum 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 -entraining 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 III) or accelerating admixtures. 5/2013 03310-16 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE B. Use high -range water -reducing admixture (superplasticizer) to minimize water content and cement content. C. Specified water -reducing retarding admixture may be 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 rise. 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. Concreting 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: 5/2013 03310-17 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 1. Under interior 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 barrier material; lap over damaged areas at least 6 inches and seal watertight. 2. Other Earth Surfaces: Thoroughly wet by sprinkling prior 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 debris 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. 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 material by hydroblasting or sandblasting (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 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 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. 5/2013 03310-18 of 23 CITY OF PEARLAND STRUCTURAL 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 hydroblasting 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 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 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 velocity that will damage the surface finish of the concrete. Pumping, dewatering 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 of metalwork 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-confoiuming in materials or workmanship. Replace rejected concrete with concrete meeting requirements of Contract Documents, at no additional cost to the Owner. C. Unauthorized Placement: Place no concrete except in the presence of the Engineer. 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. 5/2013 03310-19 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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 during 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 uniform horizontal layers not deeper than 2 feet; take care to avoid inclined layers or inclined construction joints 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. 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 screeding 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 of 3 days at 70 degrees F or 5 days at 50 degrees F. 5/2013 03310-20 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE H. 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 minimum 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. 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 in a sequence acceptable to the Engineer. To minimize effects of shrinkage, place concrete in 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 strip 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, eliminate rock pockets and bring only a slight excess of water to the exposed surface of concrete during placement. Use ACI 309R Group 3 immersion - type high-speed power vibrators (8,000 to 12,000 rpm) in sufficient number and with 5/2013 03310-21 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE sufficient (at least one) standby units. Use Group 2 vibrators only when accepted by the Engineer for specific locations. B. Use care in placing concrete around waterstops. Carefully work concrete by rodding and vibrating to make sure air and rock pockets have been eliminated. 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 accomplish 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. 3. Place in lifts approximately 18 inches thick. Extend vibrator heads into 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. 5/2013 03310-22 of 23 CITY OF PEARLAND STRUCTURAL CONCRETE 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 5/2013 03310-23 of 23 0819-61 Addendum 3 4t Water and Sanitary Sewer On Call Repair and Extended Services Texas Pride J -J Extended 0 0 o'' co 0i c) N co EA Unit 000 000 O <0 0) M N CO EA . O O O to EA . O O N EA O O . O O O EA O O . O to O O . O O � EA 000000 000000 . O O EA O O. O c- EA O N r-it) EA . O O EA . O et EA . E0 c- EA O O . N EA O O . 1 EA O O . O c- EA O O . 10 c- EA O O . N EA 00 O 10 N EA O O O O N EA - O O . O O N EA O O . O O N EA Line Description UOM QTY r- 10 O r Cn r Cn r Cn Cn 0 .. 0 ..- 0 O 10 0 O 10 O O N O O Cn O O Cr) O O Cr) O O N O O Cn CO O ..- Cn N Q W Q W Q 0 Q 0 Q 0 Q 0 Q 0 Q 0 Q 0 1 1 LL J LL J LL J LL J LL J LL J < 0 > (J) > U) ....---_.-..-_ EXTENDED SERVICES MOBILIZATION @ MAX 3% (0-4 hours) DEMOBILIZATION / REMOBILIZATION TRAFFIC CONTROL - TYPICAL ONE LANE CLOSURE, COMPLETE IN PLACE TRAFFIC CONTROL - TYPICAL TWO LANE CLOSURE, COMPLETE IN PLACE TRAFFIC CONTROL - TYPICAL ONE LANE CLOSURE, COMPLETE IN PLACE - MAJOR THOUROUGHFARE TRAFFIC CONTROL - TYPICAL TWO LANE CLOSURE, COMPLETE IN PLACE - MAJOR THOUROUGHFARE TYPE III BARRICADE ADVANCED WARNING/DETOUR SIGNS FLASHING ARROW BOARD UNIFORMED PEACE OFFICER FLAGMEN TRENCH SAFETY FOR EXCAVATIONS UP TO 8 FT OF COVER TRENCH SAFETY FOR EXCAVATIONS 8 FT TO 14 FT OF COVER TRENCH SAFETY FOR EXCAVATIONS 14 FT TO 20 FT OF COVER TRENCH SAFETY FOR EXCAVATIONS 20 FT TO 30 FT OF COVER GROUND WATER CONTROL FOR OPEN -CUT CONSTRUCTION 0-15 FT OF COVER GROUND WATER CONTROL FOR OPEN -CUT CONSTRUCTION GREATER THAN 15 FT OF COVER CRITICAL LOCATE - VACUUM EXCAVATION REMOVAL AND REPLACEMENT OF 4-1/2 INCH CONCRETE SIDEWALK INCL. REINFOREMENT REMOVAL AND REPLACEMENT OF 6 INCH CONCRETE DRIVEWAY INCL. REINFOREMENT .. N Ch d' Cn CO I,- CO 6) O .. r .. N .. Cr) .. .. Cn .. CO .. I,- .. CO .. 0) .. O N Texas Pride U J J co a) 7- co a) co O n co a) O ca 0 0 a) Q UJ Extended 1 Unit CO O O e- e- ER $40.00 CO O O v to $20.00 $20.00 O O O O C) ER 0 O O O C) EA- 0 O O O N tR 0 O It) to O O O e- ER O O O O 0 co ER 0 O O O CO ER O O O O 0 N ER O O O O O d' ER O O O O O N ER $400.00 O O O O M ER Line Description UOM QTY O Q. O N O O O O O O 10 10 10 O O O 10 CO O N- CO N CO O N O 10 U) J U) U) U) W W> 0 0 W > W W W W W REMOVAL AND REPLACEMENT OF 8 INCH CONCRETE PAVEMENT INCL. REINFOREMENT REMOVE AND REPLACEMENT OF CONCRETE CURB AND GUTTER 'REMOVE AND REPLACE UP TO 2 INCH HOT -MIX ASPHALTIC CONCRETE TYPE D, INCLUDING TACK COAT REMOVAL AND REPLACEMENT OF SEMI RIGID BASE (OR APPROVED ALTERNATIVE) 6-INCH THICK RECYCLED CRUSHED CONCRETE FOR TEMPORARY DRIVEWAYS AND ROAD SHOULDERS ADJUST /RESET MANHOLE WITH NEW FRAME AND COVER, UP TO ONE FOOT ADJUST /RESET MANHOLE WITH EXISTING FRAME AND COVER, UP TO ONE FOOT ADJUST /RESET MANHOLE EXCESS OVER ONE FOOT REMOVAL AND PLACEMENT OF GRANULAR BACKFILL MATERIAL (3/4 INCH CRUSHED LIMESTONE OR OTHER APPROVED EQUAL) REMOVE AND DISPOSE OF MISCELLANEOUS CONCRETE, BRICK, AND/OR MASONRY REMOVE AND REPLACE OR INSTALL NEW STD MANHOLE, UP TO 8 FT DEPTH, WITH ALL JOINTS AND CONNECTIONS (PRECAST) EXTRA DEPTH FOR NEW OR REPLACEMENT STD MANHOLE, OVER 8 FT DEPTH REMOVE AND REPLACE OR INSTALL NEW STD MANHOLE, UP TO 8 FT DEPTH REMOVE AND REPLACE OR INSTALL NEW WATERTIGHT MANHOLE INSTALL SHALLOW MANHOLE, LESS THAN 5 FOOT DEPTH, WITH ALL JOINTS & CONNECTIONS SANITARY SEWER CLEANOUT PER STANDARD CLEANOUT DETAIL ON SERVICE LATERAL SANITARY SERVICE RECONNECTION, INCLUDING STACK, COMPLETE ALL SIZES ALL DEPTHS FOR STANDARD LOCATIONS N N N CO N t N 10 N CO N N N 11.28 O) N O CO CO N () () Cv) t () 10 CO CO CO N CO Texas Pride U J J 0 0 0 0 0 0 0 c 0 0 0 0 0 Extended (Unit o o O o to $50.00 0 o 0it; o 0 o u- 0 o N u- 0 0 O r to 0 0 O O to 0 0 O O to 0 0 O 0 to 0 0 O r tototototototo 0 0 O r 0 0 r r 0 0 M r(...) 0 0 00 0 0 00 c 0 0 N.: to 0 0 0 in Line Description UOM QTY O O r to I,- to 0 to 0 to 0 to O O r O O r O O r 0 O t0 0 U) 0 to O to O to O O r O to N O to N W W W J J J J J J J J J J J J J > SANITARY SERVICE RECONNECTION, INCLUDING STACK, COMPLETE ALL SIZES ALL DEPTHS FOR LOCATIONS REQUIRING SPECIAL HAND EXCAVATION AS APPROVED BY INSPECTOR SANITARY SERVICE CONNECTION BY REMOTE, COMPLETE ALL SIZES ALL DEPTHS AS APPROVED REMOVE EXISTING SANITARY SEWER SERVICE STUBS AND REPLACE WITH 6-INCH STUBS REMOVE AND DISPOSE OF 6-INCH SANITARY SEWER REMOVE AND DISPOSE OF 8-INCH SANITARY SEWER REMOVE AND DISPOSE OF 12-INCH SANITARY SEWER 6-INCH DIAMETER SANITARY SEWER, BY OPEN CUT - PRESSURE RATED 8-INCH DIAMETER SANITARY SEWER, BY OPEN CUT - PRESSURE RATED 12-INCH DIAMETER SANITARY SEWER, BY OPEN CUT - 'PRESSURE RATED CLEANING AND TELEVISION INSPECTION OF EXISTING SANITARY SEWER, ALL SIZES, ALL DEPTHS ABADONMENT GROUTING OF 6-INCH SANITARY SEWER .......-._ ABADONMENT GROUTING OF 8-INCH SANITARY SEWER ABADONMENT GROUTING OF 12-INCH SANITARY SEWER STATIC/PNEUMATIC PIPE BURSTING 6 INCH - 8 INCH SEWER TO 8.625 INCH OD , SDR 19, COMPLETE IN PLACE (INCL. ALL ENTRY/INTERIM/EXIT PITS CEMENT STABILIZED SAND BACKFIL AND LANDSCAPING) SECTIONAL PIPE BURSTING 6 INCH - 8 INCH SEWER TO 8.625 INCH OD , SDR 19, COMPLETE IN PLACE (INCL. ALL ENTRY/INTERIM/EXIT PITS CEMENT STABILIZED SAND BACKFIL AND LANDSCAPING) CUT OR REMOVE EXISTING LINERS FROM HOST PIPE, ALL SIZES, ALL DEPTHS REHABILITATION OF MANHOLE BY 1 INCH THICK CONCRETE LINER - APPROVED MIX DESIGN (INCLUDING BENCH WORK) CO ch r O) Ch r O d: r r d: r N d: r CO d: r d' d: r to d: r CO d: r I,- d: r CO d: r 0) d: r O to r r to r N to r CO to r d' to r Texas Pride a) O Extended Unit O O O O 'Cr Eft O O O O M Eft O O 1j) r r Eft O O O O O NEft Eft O O O 117 Eft O O 117 Eft O O O N Eft O O O Cl Eft O O O O r O O O N r Eft O O O <O r Eft O O O O r Eft O O O N r Eft O O O <O r Eft O O O O r Eft O O O et r Eft O O O CO r Eft O O O r r Eft O O O N r Eft O O O CO r Eft O O O et N Eft O O O O O M Eft Line Description UOM QTY IC) L() I` O O N O L() O IC) O L() 0 IC) 0 IC) 0 L() 0 L() O IC) 0 L() 0 IC) O IC) 0 IC) 0 L() 0 L() 0 IC) 0 L() 0 L() N Li Li> J J J J _1 _1 J J J J J _1 J J _1 J J J W REHABILITATION OF MANHOLE BENCHES AND INVERTS - IONLY WHEN CONSTRUCTED WITHOUT WALL LINING MANHOLE WALL LINER FOR 4 FT DIAMETER MANHOLE, 1-8 FT DEEP, SEW PER COAT, INCLUDING RISERS MANHOLE WALL LINER FOR 4 FT DIAMETER MANHOLE 'EXTRA DEPTH, SEW PER COAT, INCLUDING RISERS REMOVE & DISPOSE OF FULL THICKNESS OF MANHOLE LINER, PLACE NEW WALL LINER, SEW PER COAT FOR MANHOLE WITH FORCEMAIN FLUSH EXISTING WATER LINE REMOVE AND DISPOSE OF SMALL DIAMETER WATER LINE (20-INCH AND SMALLER) REMOVE AND DISPOSE OF SMALL DIAMETER ASBESTOS CEMENT WATER LINE (20-INCH AND SMALLER) REMOVE AND DISPOSE OF EXISTING 24 INCH - 30 INCH WATER LINE 6 INCH - 8 INCH WATER LINE, OPEN CUT 12 INCH - 16 INCH WATER LINE, OPEN CUT 20 INCH WATER LINE, OPEN CUT 6 INCH - 8 INCH RESTRAINED JOINT WATER LINE, OPEN CUT 12 INCH - 16 INCH RESTRAINED JOINT WATER LINE, OPEN CUT 20 INCH RESTRAINED JOINT WATER LINE, OPEN CUT 6 INCH - 8 INCH RESTRAINED JOINT WATER LINE, AUGURED 12 INCH - 16 INCH RESTRAINED JOINT WATER LINE, AUGURED 20 INCH RESTRAINED JOINT WATER LINE, AUGURED 8 INCH RESTRAINED JOINT WATER LINE, IN CASING 12 INCH RESTRAINED JOINT WATER LINE, IN CASING 16 INCH RESTRAINED JOINT WATER LINE, IN CASING 20 INCH RESTRAINED JOINT WATER LINE, IN CASING 6 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR EXISTING DIP, PVC OR CI PIPE tf) LC) CO LO N- IC) CO LC) O) to O CO N- CO N CO CO CO d' CO L() CO CO CO I` CO CC) CO O) CO CD I` I` N I` c) I` d' I` IC) N- (.fl I` . Texas Pride 0 -J -J 4) Extended C $4,200.00 $4,400.00 O 0 0 O O CO O 0 0 O '[t CO $600.00 O 0 0 O co E O 0 0 O O r- O 0 0 O N N O 0 0 O '[t C" 00'OO2$ O 0 0 O 1.0 44). 00'008$ O 0 0 O O N O 0 0 O O '[}' 00'008$ O 0 0 O O r' O 0 0 O '[t r' O 0 0 O '[t N L $4,400.00 $40.00 $65.00 Line Description UOM QTY N N N N N N N N N r- r- r- r- r- r- r- r- r- r- O L) O Ln Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W Q W LL -J LL -J 8 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR EXISTING DIP, PVC OR CI PIPE 12 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR EXISTING DIP, PVC OR CI PIPE 16 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR EXISTING DIP, PVC OR CI PIPE 20 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR EXISTING DIP, PVC OR CI PIPE 6 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, PVC OR CI PIPE 8 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, PVC OR CI PIPE 12 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, PVC OR CI PIPE 16 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, PVC OR CI PIPE ......----__ 20 INCH BOLTED COUPLING ON NEW OR EXISTING DIP, PVC OR CI PIPE 6 INCH CUT, PLUG & ABANDON 8 INCH CUT, PLUG & ABANDON 12 INCH CUT, PLUG & ABANDON 16 INCH CUT, PLUG & ABANDON 20 INCH CUT, PLUG & ABANDON 6 INCH WET CONNECTION 8 INCH WET CONNECTION 12 INCH WET CONNECTION 16 INCH WET CONNECTION 20 INCH WET CONNECTION DISINFECTION AND PREPARATION OF EXISTING SMALL DIAMETER WATER LINE PROCURE UP TO 50 LINEAR FEET OF 24 INCH WATER LINE N N CO N 6) N O 00 r- 00 N 00 CO 00 •,:r 00 LC) 00 CO 00 N 00 CO CO 6) CO O O r- O N O C) O c' O to O (0 O N 0) Texas Pride J J a) a) cn O Q a) CL O N U U a) Q Extended G $80.00 O O . O N c- to O O O O O O O O . O 000 000 Efl O O O .zr o O O O 1 00'000`9 i•$ O O . O 000 000 O O O . O d O O O O O o . O O O d O 0 O O '1' M o 0 . O O N 'd' O 0 . O O O O 0 . O 00 N O 0 . O T- EA L $500.00 O 0 O O d EA O 0 . O O 111 d O 0 . N E0 $50.00 O 0 . O c) EA- $24.00 O 0 O O r- EA $7.00 O 0 . O d' EA O 0 . O O O isi Line Description UOM QTY O tf) O 10 c- c- c- c- c- c- c- c- c- c- LC) LC) LC) LX) CO tf) Q c- r- Q O LC) Q to Q LO r- Q c- O ..- O c- O c- c- J J W W W W W W W W W W W W W J W W Q J J U) 2 0 0 0 0 PROCURE UP TO 50 LINEAR FEET OF 30 INCH WATER LINE INSTALL 24 INCH TO 30 INCH WATER LINE. UP TO 50 FEET IN LENGTH. RESTRAINED JOINT MJ CLAMP OR LEAK REPAIR CLAMP ON NEW OR EXISTING 24 INCH DIP OR CI OR PCCP PIPE RESTRAINED JOINT MJ CLAMP OR LEAK REPAIR CLAMP ON NEW OR EXISTING 30 INCH DIP OR CI OR PCCP PIPE 12 INCH GATE VALVE 16 INCH GATE VALVE 20 INCH GATE VALVE PROCURE 24 INCH GATE VALVE PROCURE 30 INCH GATE VALVE INSTALL 24 INCH TO 30 INCH GATE VALVE REMOVE AND REPLACE GATE ACTUATOR, 24 INCH TO 30 INCH AIR VALVE (COMBINATION, AI/VR, OR SIMILAR), 4 INCH AND SMALLER AIR VALVE (COMBINATION, AI/VR, OR SIMILAR), LARGER THAN 4 INCH VENT PIPING FOR AIR VALVE, 4 INCH AND SMALLER, UP TO 8 FT HORIZONTAL LENGTH VENT PIPING FOR AIR VALVE, LARGER THAN 4 INCH, UP TO 8 FT HORIZONTAL LENGTH ADDITIONAL HORIZONTAL LENGTH OF VENT PIPING REMOVE EXISTING AIR VALVE, ALL SIZES BOLLARDS SITE RESTORATION (HYDRO -MULCH SEEDING) FILTER FABRIC FENCE REINFORCED FILTER FABRIC STABILIZED CONSTRUCTION ROAD, PARKING AREA, EXITS AND TRUCK WASHING AREA EXTRA LABOR (UNSKILLED) EXTRA HAND EXCAVATION EXTRA MACHINE EXCAVATION EXTRA EXCAVATION AROUND OBSTRUCTION .........._ BYPASS PUMPING AS NEEDED (PER DAY) CO O C)) 0) O O c- r- O c- N O c- CONr O c- O c- LO O c- (0 O c- N- O c- CO O c- C)) O r- O r- r- r- r- r- N c- c- CO'Cr c- c- c- c- 10 c- c- CO c- c- ti c- r- CO c c- C)) c- c- O N c- c- N c- N N c- CONr N c- N c- Texas Pride Extended 0 co. 0 co o) co-, N co ER Unit $823,960.00 1 co co O O 0 ER O O N41). O O O O O ER O O O U) EA O O O O ER 00'00 t4$ O O 0 O ER O O 0 N ER O O 0 co O O 0 et EA O O CO r EA O O N co O O fit) to O O O r EA O O fit) r ER O O N EA co co fit) N ER O 0 0 ER O O O 0 00'00Z$ O O O r ER O O 0 et Line Description UOM QTY LC) O 10 CO 10 CO t 0 -- 0 0 O CO 0 O CO O O O N O O toCr)Cr) O O O O O O O N O O 1 CO O N— to N O ON O Q W Q W Q 0 Q 0 Q 0 Q 0 Q 0 Q 0 Q 0 Ct 2= Ct LL J LL J LL J LL J LL J LL J < 0 i- U) i- U) i- U) LL J ON CALL/EMERGENCY REPAIR SERVICES (after hours) MOBILIZATION @ MAX 3% (0-4 hours) DEMOBILIZATION / REMOBILIZATION TRAFFIC CONTROL - TYPICAL ONE LANE CLOSURE, COMPLETE IN PLACE TRAFFIC CONTROL - TYPICAL TWO LANE CLOSURE, COMPLETE IN PLACE TRAFFIC CONTROL - TYPICAL ONE LANE CLOSURE, COMPLETE IN PLACE - MAJOR THOUROUGHFARE TRAFFIC CONTROL - TYPICAL TWO LANE CLOSURE, COMPLETE IN PLACE - MAJOR THOUROUGHFARE TYPE III BARRICADE ADVANCED WARNING /DETOUR SIGNS FLASHING ARROW BOARD UNIFORMED PEACE OFFICER FLAGMEN TRENCH SAFETY FOR EXCAVATIONS UP TO 8 FT OF COVER TRENCH SAFETY FOR EXCAVATIONS 8 FT TO 14 FT OF COVER TRENCH SAFETY FOR EXCAVATIONS 14 FT TO 20 FT OF COVER TRENCH SAFETY FOR EXCAVATIONS 20 FT TO 30 FT OF COVER GROUND WATER CONTROL FOR OPEN -CUT CONSTRUCTION 0-15 FT OF COVER GROUND WATER CONTROL FOR OPEN -CUT CONSTRUCTION GREATER THAN 15 FT OF COVER CRITICAL LOCATE - VACUUM EXCAVATION REMOVAL AND REPLACEMENT OF 4-1/2 INCH CONCRETE SIDEWALK INCL. REINFOREMENT REMOVAL AND REPLACEMENT OF 6 INCH CONCRETE DRIVEWAY INCL. REINFOREMENT REMOVAL AND REPLACEMENT OF 8 INCH CONCRETE PAVEMENT INCL. REINFOREMENT REMOVE AND REPLACEMENT OF CONCRETE CURB AND GUTTER N N N N COt N N 10 N CO N i� N co N 6) N O ' N , N N , N CO , N , N CC) , N CO , N i"- , N CO , N 6) , N CDN— N N N N N N N Texas Pride a) c 0 0 a) c 0 co 0 0 a) -a a) -a c a) x w +, $40.00 0 0 0 N EA- 0 o 0 N Ef, 0 O 0 0 M EA- 0 o 0 0 M EA- 0 o 0 0 N K} 0 o 10 Ef} 0 O o e- Ef, 0 O 0 0 0 COK} K} 0 O 0 0 CO 0 O 0 0 0 N Eft $4,000.00 0 O 0 0 0 N K} 0 O 0 0 d' K} 0 O 0 0 M K} 0 0 0 O 'cr Eft Line Description UOM QTY O O O O O O 1) LC) LC) O O O LC) M O c- CO (\I CO O N O 1) O O (/) (/) U) W W> 0 U W > W W W W W W REMOVE AND REPLACE UP TO 2 INCH HOT -MIX ASPHALTIC CONCRETE TYPE D, INCLUDING TACK COAT REMOVAL AND REPLACEMENT OF SEMIRIGID BASE (OR APPROVED ALTERNATIVE) 6-INCH THICK RECYCLED CRUSHED CONCRETE FOR TEMPORARY DRIVEWAYS AND ROAD SHOULDERS ADJUST /RESET MANHOLE WITH NEW FRAME AND COVER, UP TO ONE FOOT ADJUST /RESET MANHOLE WITH EXISTING FRAME AND COVER, UP TO ONE FOOT ADJUST /RESET MANHOLE EXCESS OVER ONE FOOT REMOVAL AND PLACEMENT OF GRANULAR BACKFILL MATERIAL (3/4 INCH CRUSHED LIMESTONE OR OTHER APPROVED EQUAL) REMOVE AND DISPOSE OF MISCELLANEOUS CONCRETE, BRICK, AND/OR MASONRY REMOVE AND REPLACE OR INSTALL NEW STD MANHOLE, UP TO 8 FT DEPTH, WITH ALL JOINTS AND CONNECTIONS (PRECAST) EXTRA DEPTH FOR NEW OR REPLACEMENT STD MANHOLE, OVER 8 FT DEPTH REMOVE AND REPLACE OR INSTALL NEW STD MANHOLE, UP TO 8 FT DEPTH REMOVE AND REPLACE OR INSTALL NEW WATERTIGHT MANHOLE INSTALL SHALLOW MANHOLE, LESS THAN 5 FOOT DEPTH, WITH ALL JOINTS & CONNECTIONS SANITARY SEWER CLEANOUT PER STANDARD CLEANOUT DETAIL ON SERVICE LATERAL SANITARY SERVICE RECONNECTION, INCLUDING STACK, COMPLETE ALL SIZES ALL DEPTHS FOR STANDARD LOCATIONS SANITARY SERVICE RECONNECTION, INCLUDING STACK, COMPLETE ALL SIZES ALL DEPTHS FOR LOCATIONS REQUIRING SPECIAL HAND EXCAVATION AS APPROVED BY INSPECTOR Co N N <zt N N up N N CO N N 1,- N N CO N N O N N O CO N •(- CO N N CO N C') CO N �Y CO N LC) CO N co CO N ti CO N CO C‘D N Texas Pride Extended 1 Unit 0 O O LC) Ef} 0 O O 0 EA $5.001 0 O N. Ef} 0 O O Ef} 0 O O 0 c- Ef} 0 O O 0 Ef} 0 O O 0 CO 0 O O c- Ef} 0 O O c- Ef} $11.00 0 O M Ef} 0 0 00 M EA $38.00 0 0 N. Ef} 0 O O LL) N Ef} 0 O O 0 d' EA 0 O O 0 M Ef} Line Description UOM QTY 1 tO N . Lf) O LO O 10 O 10 O O r O O r O O r 000 O LO in in O 10 O LO O O r O 10 (\I O 10 N LO 10 N . Q W < W LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J L-L- > Q W Q W SANITARY SERVICE CONNECTION BY REMOTE, COMPLETE ALL SIZES ALL DEPTHS AS APPROVED REMOVE EXISTING SANITARY SEWER SERVICE STUBS AND REPLACE WITH 6-INCH STUBS REMOVE AND DISPOSE OF 6-INCH SANITARY SEWER REMOVE AND DISPOSE OF 8-INCH SANITARY SEWER REMOVE AND DISPOSE OF 12-INCH SANITARY SEWER 6-INCH DIAMETER SANITARY SEWER, BY OPEN CUT - PRESSURE RATED 8-INCH DIAMETER SANITARY SEWER, BY OPEN CUT - IPRESSURE RATED 12-INCH DIAMETER SANITARY SEWER, BY OPEN CUT - PRESSURE RATED CLEANING AND TELEVISION INSPECTION OF EXISTING SANITARY SEWER, ALL SIZES, ALL DEPTHS ABADONMENT GROUTING OF 6-INCH SANITARY SEWER ABADONMENT GROUTING OF 8-INCH SANITARY SEWER ABADONMENT GROUTING OF 12-INCH SANITARY SEWER STATIC/PNEUMATIC PIPE BURSTING 6 INCH - 8 INCH SEWER TO 8.625 INCH OD , SDR 19, COMPLETE IN PLACE (INCL. ALL ENTRY/INTERIM/EXIT PITS CEMENT STABILIZED SAND BACKFIL AND LANDSCAPING) SECTIONAL PIPE BURSTING 6 INCH - 8 INCH SEWER TO 8.625 INCH OD , SDR 19, COMPLETE IN PLACE (INCL. ALL ENTRY/INTERIM/EXIT PITS CEMENT STABILIZED SAND BACKFIL AND LANDSCAPING) CUT OR REMOVE EXISTING LINERS FROM HOST PIPE, ALL SIZES, ALL DEPTHS REHABILITATION OF MANHOLE BY 1 INCH THICK CONCRETE LINER -APPROVED MIX DESIGN (INCLUDING BENCH WORK) REHABILITATION OF MANHOLE BENCHES AND INVERTS - ONLY WHEN CONSTRUCTED WITHOUT WALL LINING MANHOLE WALL LINER FOR 4 FT DIAMETER MANHOLE, 1-8 FT DEEP, SEW PER COAT, INCLUDING RISERS 0) 01 (Ni O 'ch N r rt (Ni N rt (Ni M 'Cl- (Ni rN' rt (Ni 10 rt (Ni (0 rt (Ni N rt N CO rt (Ni 12.49 O L0 N r L0 N N L0 (Ni CO L0 (Ni rt 10 (Ni LO LO N CO 10 N Texas Pride Extended Unit 0 o to 0 0 o O O 0 0 o '4) EA- 0 0 'xi EA- 0 0 o N EA- 0 0 0 CI EA- 0 0 0 O e- o 0 0 N e- o 0 0 <O e- 0 0 0 O e- 0 0 0 N e- 0 0 0 CO e- 0 0 0 0 e- 0 0 0 'd' e- 0 0 0 CO e- 0 0 0 — e- O 0 0 N e-- 0 0 0 CO 0 0 0 d N o 0 0 O O 0 0 0 0 N Line Description UOM QTY O O N r 0 LC) O Lo O 10 0 10 0 Lo 0 10 0 to O 10 0 10 0 10 O 10 0 Lo 0 10 0 10 0 Lo 0 10 0 to N N W (.0 J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J LL J Q W Q W MANHOLE WALL LINER FOR 4 FT DIAMETER MANHOLE EXTRA DEPTH, SEW PER COAT, INCLUDING RISERS REMOVE & DISPOSE OF FULL THICKNESS OF MANHOLE LINER, PLACE NEW WALL LINER, SEW PER COAT FOR MANHOLE WITH FORCEMAIN FLUSH EXISTING WATER LINE REMOVE AND DISPOSE OF SMALL DIAMETER WATER LINE (20-INCH AND SMALLER) REMOVE AND DISPOSE OF SMALL DIAMETER ASBESTOS CEMENT WATER LINE (20-INCH AND SMALLER) REMOVE AND DISPOSE OF EXISTING 24 INCH - 30 INCH WATER LINE 6 INCH - 8 INCH WATER LINE, OPEN CUT 12 INCH - 16 INCH WATER LINE, OPEN CUT 20 INCH WATER LINE, OPEN CUT 6 INCH - 8 INCH RESTRAINED JOINT WATER LINE, OPEN CUT 12 INCH - 16 INCH RESTRAINED JOINT WATER LINE, OPEN CUT 20 INCH RESTRAINED JOINT WATER LINE, OPEN CUT 6 INCH - 8 INCH RESTRAINED JOINT WATER LINE, AUGURED 12 INCH - 16 INCH RESTRAINED JOINT WATER LINE, AUGURED 20 INCH RESTRAINED JOINT WATER LINE, AUGURED 8 INCH RESTRAINED JOINT WATER LINE, IN CASING 12 INCH RESTRAINED JOINT WATER LINE, IN CASING 16 INCH RESTRAINED JOINT WATER LINE, IN CASING 20 INCH RESTRAINED JOINT WATER LINE, IN CASING 6 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR EXISTING DIP, PVC OR CI PIPE 8 INCH RESTRAINED JOINT MJ CLAMP, BELL JOINT REPAIR CLAMP, OR FULL CIRCLE REPAIR CLAMP ON NEW OR EXISTING DIP, PVC OR CI PIPE I- 10 N 00 10 N 6) 10 N 0 co N — co N N co N M co N d' co N 10 co N (0 co N ti co N 00 co N O co N O ti N — N. N N ti N co N- N 2.74 10 ti N co h- N ti h- N Texas Pride a) a)0 a)0 a0 ) [Extended I 0 0 ci 0 0 to 0 0 ci 0 `it 00 to CD CD ci CD tD EI, 0 0 ci 0 CO te 0 0 ci CD C! ,e_ to 0 0 ci 0 CV a to 00000 00000 ci 00000 'Tr cec to ci tO AUI, ci tO ci CO ci 0 to 00000 00000 ci 00000 COto' ci to ci to ci to ci to 0 0 ci `d• CD 0 6 tD CD CD ci CO 0 0 ci CV Line Description UOYN QTY CV CV c \ 1 c \ 1 c \ 1 c \ 1 c \ 1 osi v- v- v- v- v- v- v- v- v- v- 0 10 0 10 0 LC) 0 LC) 7— LU W Lli Lli Lli W Lli W L.L.1 L.L.1 L.L.1 LLI LLI L.L.1 L.L.1 W L.L.1 L.L.1 _i _i LL J U- J 12INCH RESTRAINED CLAMP, BELL JOINT REPAIR CLAMP, DRFULL CIRCLE REPAIR CLAMP DNNEW OREXISTING DIP, PVC ORC|PIPE 16INCH RESTRAINED JOINT WlJCLAMP, BELL JOINT REPAIR CLAMP, DRFULL CIRCLE REPAIR CLAMP DNNEW DR EXISTING 0P, PVC DRC| PIPE 2UINCH RESTRAINED JOINT NUCLAMP, BELL JOINT REPAIR CLAMP, DRFULL CIRCLE REPAIR CLAMP DNNEW DREXISTING DIP, PVC DRC|PIPE 6INCH BOLTED COUPLING ONNEW OREXISTING DIP, PVC OR Cl PIPE 8INCH BOLTED COUPLING DNNEW OREXISTING DIP, PVC OR Cl PIPE 12INCH BOLTED COUPLING DNNEW OREXISTING DIP, �PVC DRC| PIPE �16INCH BOLTED COUPLING DNNEW DREXISTING DIP, PVC DRC|PIPE 2UINCH BOLTED COUPLING DNNEW DREXISTING DIP, PVC DRC|PIPE 6 INCH CUT, PLUG & ABANDON 8 INCH CUT, PLUG &ABANDON 12 INCH CUT, PLUG&ABANDON � 16 INCH CUT, PLUG &ABANDON 20 INCH CUT, PLUG & ABANDON 6INCH WET CONNECTION �8|NCH WET CONNECTION 12INCH WET CONNECTION 16INCH WET CONNECTION 20 INCH WET CONNECTION DISINFECTION AND PREPARATION DFEXISTING SMALL DIAMETER WATER LINE �� PROCURE UPTD5ULINEAR FEET DF24INCH WATER LINE PROCURE UP TO 50 LINEAR FEET OF 30 INCH WATER LINE INSTALL 24INCH TO3OINCH WATER LINE. UPTO5UFEET IN LENGTH. co N c\i 0) r-- c\i c) co c\i .-- co c\i (V co c\i CO co c\i V' co c\i 10 co c\i CO co c\i 2.87 CO co c\i 0) co c\i 0 o) c\i v- o) c\i 0.1 o) c\i CO o) c\i vr o) c\i LX) o) c\i CO 0) c\i r-- 0) c\i co 0) c\i 0-, 0) c\i Texas Pride 0 J J U) a) P D Extended 1 $1,647,920.00 Unit 0 0 O O O O 0 0 O O O O 0 0 O O O d to. 0 0 O O O O 0 0 O O O O — 00'000`OZ$ 0 0 O O O d N 0 0 O O O O e- 0 0 O O 0 d Ef). 0 0 O O : M Ef). 0 0 O O N d 69. O 0 O O O l- 69. 0 0 O 0000069.10 N 69. 0 0 O e- (A• 0 0 O tO (A• 0 0 O 'd' (A• 0 0 O t0 4 69. 0 0 N 0 0 O 69. 0 0 c5 M 69. 0 0 4 N 69. 0 0 O 0 e- to. $7.00 0 0 O 'd' 69. 0 0 O 0 0 to 69. Line Description UOM QTY r- - r- r- r- r- r- r- r- 1.0 1.0 L0 Ln CO Ln O r- r- O O io O Lc) O LO O c- O c- O c- O c- r- (6 O 1-- W W W W W W W W W W W W W J W W< J J c}i) 1 0 0 0 0 RESTRAINED JOINT MJ CLAMP OR LEAK REPAIR CLAMP ON NEW OR EXISTING 24 INCH DIP OR CI OR PCCP PIPE ...............__.._ RESTRAINED JOINT MJ CLAMP OR LEAK REPAIR CLAMP ON NEW OR EXISTING 30 INCH DIP OR CI OR PCCP PIPE 12 INCH GATE VALVE 16 INCH GATE VALVE 20 INCH GATE VALVE PROCURE 24 INCH GATE VALVE PROCURE 30 INCH GATE VALVE INSTALL 24 INCH TO 30 INCH GATE VALVE REMOVE AND REPLACE GATE ACTUATOR, 24 INCH TO 30 INCH AIR VALVE (COMBINATION, AINR, OR SIMILAR), 4 INCH AND SMALLER IAIR VALVE (COMBINATION, AINR, OR SIMILAR), LARGER THAN 4 INCH VENT PIPING FOR AIR VALVE, 4 INCH AND SMALLER, UP TO 8 FT HORIZONTAL LENGTH VENT PIPING FOR AIR VALVE, LARGER THAN 4 INCH, UP TO 8 FT HORIZONTAL LENGTH ADDITIONAL HORIZONTAL LENGTH OF VENT PIPING REMOVE EXISTING AIR VALVE, ALL SIZES BOLLARDS SITE RESTORATION (HYDRO -MULCH SEEDING) FILTER FABRIC FENCE REINFORCED FILTER FABRIC STABILIZED CONSTRUCTION ROAD, PARKING AREA, EXITS AND TRUCK WASHING AREA EXTRA LABOR (UNSKILLED) EXTRA HAND EXCAVATION EXTRA MACHINE EXCAVATION EXTRA EXCAVATION AROUND OBSTRUCTION BYPASS PUMPING AS NEEDED (PER DAY) O O N r— O N 12.102 C) O N 12.104 2.105 (O O N 12.107 00 O N 0) O N O r- N , r- N (V r- N C) r- N -4' r- N L() r- N (0 r- N N- r- N co r- N 6) r- N 12.120 r— N N N N N 2.123 '4' N N