R-2014-024 2014-03-10RESOLUTION NO. R2014-24
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND,
TEXAS, AUTHORIZING THE CITY MANAGER OR HIS DESIGNEE TO
ENTER INTO FINANCING AGREEMENTS WITH THE LOWER KIRBY
MUNICIPAL MANAGEMENT DISTRICT AND PEARLAND MUNICIPAL
MANAGEMENT DISTRICT NO. 1.
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS:
Section 1. That certain Financing Agreements by and between the City of
Pearland, the Lower Kirby Municipal Management District and Pearland Municipal
Management District No. 1, copies of which are attached hereto as Exhibits "A" and "B"
and made a part hereof for all purposes, are hereby authorized and approved.
Section 2. That the City Manager or his designee is hereby authorized to execute
and the City Secretary to attest Financing Agreements with the Lower Kirby Municipal
Management District and Pearland Municipal Management District No. 1.
PASSED, APPROVED and ADOPTED this the 10th day of March, A.D., 2014.
ATTEST:
NG L4 FING, T
t Y SEC' ETARY
APPROVED AS TO FORM:
DARRIN M. COKER
CITY ATTORNEY
.:=====,)
TOM REID
MAYOR
Resolution R2014-24
Exhibit "A"
FINANCING AGREEMENT
THIS FINANCING AGREEMENT (the "Agreement") is entered into as of the
1 o th day of March , 2014 by and between LOWER KIRBY PEARLAND
MANAGEMENT DISTRICT, a political subdivision of the State of Texas, organized
pursuant to the provisions of Article XVI, Section 59 of the Texas Constitution, was duly
created by Senate Bill 1984, 80th Texas Legislature, and codified as Chapter 3840, Texas
Special District Local Laws Code (the "Act"), and Chapter 375 of the Texas Local
Government Code, as amended (the "District") and THE CITY OF PEARLAND, TEXAS
(the "City").
RECITALS
WHEREAS, the District was created by the Act and is organized for the purpose
of promoting, developing, encouraging, and maintaining employment, commerce,
transportation, housing, tourism, recreation, arts, entertainment, economic
development, parking, infrastructure, safety, public welfare, and water, sewer, and
drainage facilities to serve land and development within its boundaries; and
WHEREAS, pursuant to Section 375.096, Local Government Code, the District
changed its name by resolution to the "Lower Kirby Pearland Management District,"
which change was effective March 13, 2012; and
WHEREAS, the District was authorized, at an election held on May 10, 2008, to
issue bonds for the purposes of promoting, developing, encouraging, and maintaining
employment, commerce, transportation, housing, tourism, recreation, arts,
entertainment, economic development, parking, infrastructure, safety, public welfare,
and water, sewer, and drainage facilities to serve land and development within its
boundaries, but has no funds on hand for such purposes at the present time; and
WHEREAS, the City is agreeable to advancing funds to the District in order to
facilitate development and encouraging the fulfillment of the purposes for which the
District was created for the Property located in the District (the "Property"); and
WHEREAS, the Board of Directors of the District has determined that it is in the
best interest of the District to provide for the design and construction of facilities that
promote, develop, encourage, and maintain employment, commerce, transportation,
housing, tourism, recreation, arts, entertainment, economic development, parking,
infrastructure, safety, public welfare, and water, sewer, and drainage facilities to serve
the Property; and
WHEREAS, the City is agreeable to advancing funds to or on behalf of the
District for the purpose of promoting, developing, encouraging, and maintaining
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employment, commerce, transportation, housing, tourism, recreation, arts,
entertainment, economic development, parking, infrastructure, safety, public welfare,
and water, sewer, and drainage facilities to serve the Property, on the condition that it is
reimbursed by the District; and
WHEREAS, the District desires to reimburse the City for expenditures made to
further the Project (as such term is hereinafter defined) in accordance with State Law,
the Act, and Chapter 375 of the Texas Local Government Code, and for certain of such
costs that are reimbursable to the City, only following approval from the Texas
Commission on Environmental Quality (the "TCEQ");
AGREEMENT
Now, Therefore, for and in consideration of the mutual promises, covenants,
obligations and benefits of this Agreement, the District and the City contract and agree
as follows:
ARTICLE I
CONSTRUCTION OF THE PROJECT
Section 1.01: The Project(s)s. The "Projects" shall be and include the following,
which are further identified in the attached Exhibit "A":
(a) Regional detention pond site acquisition, including related legal,
engineering and acquisition fees, acquired pursuant to the implementation of the
District's Regional Drainage Plan; the costs are identified in the attached Exhibit "B";
and
(b) Implementation and development of the Regional Drainage Plan,
including: engineering, land acquisition, design and construction of drainage facilities
to serve the development in the District, whether designed and constructed in phases or
at one time; and
(c) Implementation of Phase I of the Regional Drainage Plan, including
engineering design, construction and construction supervision and related costs as
identified in the attached Exhibit "C"; and
(d) Certain water, sewer and drainage facilities and road improvements to
promote the orderly development of the District as identified in the attached Exhibit
"A"; and
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(e) Costs related to the reconstruction of Hooper Road, including but not
limited to land acquisition, the installation of storm sewer, sanitary sewer, water lines,
lighting and landscaping; and
(f) Kirby Drive detention facility improvements, including but not limited to
the detention connection on the west side of Kirby.
Design and construction costs include costs related to permits, environmental,
testing, surveying, inspection and construction and project management. As projects
are agreed upon by the District and City, such projects shall be designated in
accordance with Section 1.04 of this Agreement. The City and the District shall
determine the timing of construction of the phases of the Project so that the Property
may be developed pursuant to the development plans of the developers and businesses
within the District.
Section 1.02: Design of the Project(s). All facilities to be constructed as a part of
the Project shall be designed by the engineer employed by the District (the "Engineer"),
or if authorized by the District, by an engineer employed by the City. If the City is pre -
financing a Project, the City shall approve the design engineering contracts; and vice -
versa if the City is employing its own engineer to design a Project, the District shall
approve the design engineering contracts. The design of the Project(s) shall be subject to
the approval of all governmental entities with jurisdiction, including, without
limitation, the City, Harris County, the TCEQ (if for a water, sewer or drainage project),
and the Texas Department of Health (where appropriate).
Section 1.03: Construction and Acquisition of Project(s).
(a) The Project(s) shall be constructed in easements and rights-of-way in the
name of the District if such facilities are to be maintained by the District, or if not, in
public easements and rights-of-way.
(b) The Project(s) shall be installed and the construction contracts shall be
awarded in accordance with the Act and in full compliance with the rules and
regulations of the TCEQ, if applicable, and any other local, state or federal agencies
having jurisdiction.
(c) The Board of Directors of the District shall authorize the award of the
construction contracts, provided that the City authorizes such award.
(d) The Project(s) may be constructed in stages or by sections pursuant to
development plans of developers and businesses within the District.
(e) Following completion of construction and acceptance of the Project(s) by
the City and the District, the District will acquire, operate and maintain the regional
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drainage ditches and detention facilities and the City will operate and maintain the
water, sewer and storm sewer infrastructure portions of the Project(s) and roadways.
Section 1.04: Subsequent Letter Agreements. As the Project(s) are authorized to
be designed in accordance with Section 1.01 and as they are constructed in phases, the
District and the City shall execute Letter agreements for each design authorization and
construction phase, substantially in the form attached as Exhibit "D". The purpose of
the letter agreement is to confirm the design and construction of that phase of the
Project(s), that the City will pre -finance all associated costs of that phase of the
Project(s), and that the City will be reimbursed by the District, all in accordance with
the terms and conditions of this Agreement.
ARTICLE II
REIMBURSEMENT FOR FUNDS ADVANCED
Section 2.01: Reimbursement.
(a) The District agrees to make all reasonable efforts to obtain any required
approvals for the sale of bonds and to sell the bonds for the purpose of repaying the
City at the earliest feasible date, in accordance with this Article II. The District agrees to
make partial reimbursement(s) to the City if the conditions set forth herein are satisfied.
The District shall be obligated to submit an application to the TCEQ as may be
necessary to fund water, sewer or drainage facilities, and, following its approval, to sell
bonds to reimburse the City for portions of the Project(s) when the following have
occurred as related to the portion of the Project(s) for which the City is being
reimbursed:
(1) For water, sewer and drainage facilities, the economic feasibility
rules of the TCEQ are satisfied;
(2) For such facilities described above in (1), the TCEQ approves the
issuance and sale of the bonds;
(3)
satisfied;
For all Projects, the District's priority of reimbursement policy is
(4) For all Projects, the Attorney General of Texas approves the bonds;
(5) For all Projects, the Comptroller of Public Accounts of the State of
Texas registers the bonds.
(b) In order to determine whether the economic feasibility rules of the TCEQ
are met, the District shall at least once each year request a certificate of estimated
assessed valuation from the Harris County Appraisal District.
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(c) When facilities are required to receive TCEQ approval, the District shall be
obligated to request TCEQ approval for 100% reimbursement of costs and to pay such
percentage of reimbursement, if allowed under the TCEQ Rules.
(d) Upon consummation of the sale of the bonds and approval by the Board
of Directors of the reimbursement audit performed in connection with each sale, the
District agrees that it will pay the City for all sums advanced to, or on behalf of, the
District to the maximum extent permitted under the Rules of the TCEQ, including
payment of "developer interest" on the funds so advanced to or paid on behalf of the
District. For Projects reimbursed which do not require TCEQ approval to issue bonds,
"developer interest" shall be paid at the net effective interest rate of the bonds issued to
make reimbursement for the same time period as is allowed under TCEQ rules.
Section 2.02: The City's Obligations. The City shall comply with all of the
conditions established by the City relating to the development of the property. In
connection with the reimbursements to the City, the City must provide all information
that may be required by the District, its financial advisor, or attorney in connection with
the preparation of the bond application and the Preliminary Official Statement or other
disclosure documents related to the sale of the bonds and must provide sufficient
information to the District's auditor in order that the District's auditor may perform a
reimbursement audit following the sale of the bonds.
ARTICLE III
REPRESENTATIONS
Section 3.01: Representations by the City. The City represents that:
(a) This Agreement, the transactions contemplated herein, and the execution
and delivery of this Agreement have been duly authorized by the City in accordance
with its Home Rule Charter.
(b) This Agreement and the representations and covenants contained herein,
and the consummation of the transactions contemplated herein, will not violate or
constitute a breach of any contract or other agreement to which the City is a party.
Section 3.02: Representations by District. The District represents and covenants
that it will:
(a) use its best efforts to prepare the necessary materials and reports to be
filed with the TCEQ for approval of any bond issues (or if TCEQ approval is not
required), to sell bonds in an amount sufficient to, among other things, reimburse the
City in a timely manner in accordance with this Agreement;
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(b) use its best efforts to market and sell its bonds in the manner set forth
herein;
(c) use its best efforts to obtain the approval of the Attorney General of Texas
of the bonds; and
(d) use its best efforts to reimburse the City upon the terms set forth herein at
the earliest practicable time.
ARTICLE IV
DEFAULT
Section 4.01: Default by the City. In the event of default by the City, the District
shall be entitled to assume the outstanding contracts and prosecute construction of the
facilities to conclusion. In the event the District exercises this option, the District shall
reimburse the City the amount of the advances, less all additional costs incurred by the
District, if any, in prosecuting completion of the facilities due to the default, when it is
able to issue bonds to finance the particular facilities.
Section 4.02: Default by Either Party. In the event of default by either party
hereto, either party may employ attorneys to pursue its legal rights; and the prevailing
party shall be entitled to payment by the other party of all reasonable attorneys' fees
incurred by the prevailing party.
ARTICLE V
MISCELLANEOUS
Section 5.01: Severability. The provisions of this Agreement are severable, and if
any provision or part of this Agreement or the application thereof to any person or
circumstance shall ever be held by any court of competent jurisdiction to be invalid or
unconstitutional for any reason, the remainder of this Agreement and the application of
such provision or part of this Agreement to other persons or circumstances shall not be
affected thereby.
Section 5.02: Modification. This Agreement shall be subject to change or
modification only with the mutual written consent of the City and the District.
Section 5.03: Assignability. This Agreement shall not be assignable by either
party without the prior written consent of the other party, which consent shall not be
unreasonably withheld. Upon the request of the City, the District shall acknowledge an
assignment of the right to reimbursement hereunder to a lender of the City, so long as
said lender is not granted a lien upon any of the facilities constructed as part of the
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Project(s) and agrees in writing to execute a release and receipt of payment upon any
reimbursement.
Section 5.04: Applicable Law. This Agreement shall be governed by, and
construed in accordance with, the laws of the State of Texas.
Section 5.05: Parties at Interest. This Agreement shall be for the sole and
exclusive benefit of the parties hereto and shall never be construed to confer any benefit
upon any third party, except the successor in title to the Property.
Section 5.06: Term. Except as otherwise provided herein, this Agreement shall
be in force and effect from the date of execution hereof for a term of 40 years or Until the
transactions contemplated herein are consummated, whichever first occurs.
Section 5.07: Force Majeure. If either party is rendered unable, wholly or in part,
by force majeure to carry out any of its obligations under this Agreement, then the
obligations of either party to the extent affected by such force majeure and to the extent
that due diligence is being used to resume performance at the earliest practicable time,
shall be suspended during the continuance of any inability so caused to the extent
provided but for no longer period. Such cause, as far as possible, shall be remedied
with all reasonable diligence. The term "force majeure", as used herein, shall include,
without limitation of the generality thereof, acts of God, strikes, lockouts, or other
industrial disturbances, acts of the public enemy, orders of any kind of the Government
of the United States or of the State of Texas or any civil or military authority,
insurrections, riots, epidemics, landslides, lightning, earthquakes, fires, hurricanes,
storms, floods, washouts, droughts, arrests, restraint of government and people, civil
disturbances, explosions, breakage or accidents to machinery, pipe -lines or canals,
partial or entire failure of water necessary for operation of the sewer system, or of the
District to receive waste, and any other inabilities of either party, whether similar to
those enumerated or otherwise, which are not within the control of either party, which
either party could not have avoided by the exercise of due diligence and care. It is
understood and agreed that the settlement of strikes and lockouts shall be entirely
within the discretion of either party, and that the above requirement that any force
majeure shall be remedied with all reasonable dispatch shall not require the settlement
of strikes and lockouts by acceding to the demand of the opposing party or parties
when such settlement is unfavorable to it in the judgment of the affected party.
[EXECUTION PAGE FOLLOWS]
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IN WITNESS WHEREOF, the parties hereto have executed this Agreement in
multiple copies, each of equal dignity, as of the date and year set forth on the first page
hereof.
LOWER KIRBY PEARI.ANTi MANAGEMENT
DISTRICT
By:
ATTEST:
By:
Secittary, Board of Directors
(SEAL) ,
"1. 4Ge jfi' • '-.
•ir
CO
CC
.......
Nils Hs ',tot
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Presiden t/8oa r ectors
City of P=. :nd, Te : /
By:
Ci ana; r, y of Pearland
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LJA Engineering, Inc.
LOWER KIRBY PEARLAND MANAGEMENT DISTRICT
PEARLAND MUNICIPAL MANAGEMENT DISTRICT NO. 1
FINANCING AGREEMENT PROJECTS
SUMMARY OF COSTS
FEBRUARY 6, 2014
ITEMS COSTS
Drainage System $ 5,064,844
Water System $ 622,656
Sanitary Sewer System $ 885,938
Detention Ponds $ 13,395,313
Water, Sewer, Drainage Total $ 19,968,750
Streets $ 5,851,563
Electric $ 5,596,875
Traffic Items $ 2,457,813
Streetscape and Sidewalks $ 4,212,500
Street Total $ 18,118,750
Contingencies (10%)
Engineering and Testing (18%)
TOTAL
W;\Land\2209\0000\Agreements\Lower Kirby LFA Costs 2-6-14.xlsx
$ 3,808,750
$ 6,855,750
$ 48,752,000
Exhibit A
City of Pearland
Regional Detention Pond Aquisition Cost
Land Acquisitions $1,900,000.00
Original Appraisal $2,750.00
Second Appraisal $2,500.00
Appraisal Update and Testing $8,625.00
Commissioner Fees $1,050.00
Abstract $479.00
Legal Costs $32,348.76
Total $1,947,752.76
EXHIBIT B
GRAMMAR.RD
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Exhibit C
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641291.111
FRUGE-RD
LOWER KIRBY PEARLAND
UNICIPAL MANAGEMENT DISTRICT
FINANCING AGREEMENT MAP
FEBRUARY, 2014
1 inch = 1,000 feet
I= LOWER KIRBY PEARLAND MGMT DIST
I *ion DRAINAGE IMPROVEMENTS
ROW
GMENT
SEGMENT
SEGMENT
limm SEGMENT
SEGMENT
A SEGMENT F -SEGMENT K
BannoSEGMENT G SEGMENT L
C SEGMENT H sinimPSEGMENT M
D - SEGMENT I SEGMENT N
E fisgio SEGMENT J •••••PSEGMENT 0
SEGMENT P
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
LOWER KIRBY URBAN CORE
SUMMARY
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
Segment Name
A S. Spectrum 288 to Promenade
Streets $ 264,000.00
Drainage $ 980,000.00
Water $
Sewer $ -
Electric $ 211,000.00
Traffic Items $
Streetscape $ 264,000.00
Segment A Total $ 1,719,000.00
B S. Spectrum - Promenade to TXDOT
Streets
Drainage
Water
Sewer
Electric
Traffic Items
Streetscape
Segment B Total
$
C S. Spectrum - TXDOT to Kirb D
668,000.00
1,009,000.00
54,000.00
45, 000.00
337,000.00
280,000.00
267,000.00
2,660,000.00
Streets
Drainage
Water
Sewer
Electric
Traffic Items
Streetscape
Segment C Total
D Kirb Drive - Beltwa 8 to Fru•e
647, 000.00
1,253,000.00
50, 000.00
32, 000.00
325,000.00
280, 000.00
258, 000.00
2,845,000.00
Streets
Drainage
Water
Sewer
Electric
Traffic Items
Streetscape
Segment D Total
1,017,000.00
720, 000.00
1,737,000.00
E N Spectrum/Riley - Kirby to Almeda School Rd
Streets $ 1,306,000.00
Drainage $ 386,000.00
Water $ 222, 000.00
Sewer $ 200,000.00
Electric $ 1,019,000.00
Traffic Items $
Streetscape $ 812,000.00
Segment E Total $ 3,945,000.00
3/12/2014
Page C1 of C2
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
F N. Spectrum: TXDOT to Kirb
Streets
Drainage
Water
Sewer
Electric
Traffic Items
Streetscape
Segment F Total
G N. Spectrum: Promenade to TXDOT
560, 000.00
280,000.00
280,000.00
224, 000.00
1,344,000.00
Streets $ 892,000.00
Drainage $
Water $
Sewer $
Electric $ 446,000.00
Traffic Items $ 280,000.00
Streetscape $ 356,000.00
Segment G Total $ 1,974,000.00
H Promenade: Beltway 8 to N. Spectrum
Streets $ 549, 000.00
Drainage $
Water
Sewer
Electric
Traffic Items
Streetscape
Segment H Total
Promenade: N. S•ectrum to S. S•ectrum
Streets
Drainage
Water
Sewer
Electric
Traffic Items
Streetscape
Segment I Total
258, 000.00
220,000.00
1,027,000.00
673, 000.00
346,000.00
337,000.00
280,000.00
268,000.00
1,904,000.00
3/12/2014
Page C2 of C2
LOWER KIRBY URBAN CORE
SUMMARY
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
Segment
J
K
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713)462-3178
Name
Fruge: Promenade to S. Spectrum (Curve)
Streets $ 208,000.00
Drainage $ 329,000.00
Water $ 65, 000.00
Sewer $ 76,000 00
Electric $ 403,000.00
Traffic Items $ 280,000.00
Streetscape $ 258, 000.00
Segment J Total $ 1,619,000.00
Promenade: S. S s ectrum to Fru . e
Streets
Drainage
Water
Sewer
Electric
Traffic Items
Streetscape
Segment K Total
403,000.00
474,000.00
66,000.00
166,000.00
413,000.00
280,000 00
$ 343,000 00
$ 2,145,000.00
L Fruge: Promenade to TXDOT
Streets $ 189,000.00
Drainage $
Water $ 32,000.00
Sewer $ 158,000.00
Electric $ 195,000.00
Traffic Items $ 280,000.00
Streetscape $ 169,000.00
Segment L Total $ 1,023,000.00
M Fruge: TXDOT to Kirby
Streets
Drainage
Water
Sewer
Electric
Traffic Items
Streetscape
Segment M Total
$
$
$
N Fruge: Kirby to Hooper
287,000.00
48, 000.00
119,000.00
296, 000.00
280,000.00
188,000.00
1,218,000.00
Streets $ 158,000.00
Drainage $
Water $ 49,000 00
Sewer $ 82,000 00
Electric $ 307,000 00
Traffic Items $ 280,000 00
Streetscape $ 196,000.00
Segment N Total $ 1,072,000.00
Z'.\Community Development\Infrastructure \Drainage\Lower Kirby Regional Detention \Agreements\Budgets\Attachment A Construction Project Cos?Lmies4
14.xlsx Page C1 of C34
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
0 Hooper: Beltway 8 to N. Spectrum
Streets $ 483,000.00
Drainage $ 1,568,000.00
Water $ 146,000.00
Sewer $ 194,000.00
Electric $ 928,000.00
Traffic Items $ 280,000.00
Streetscape $ 597,000.00
Segment N Total $ 4,196,000.00
P Hooper: N. Spectrum to Fruge
Streets
Drainage
Water
Sewer
Electric
Traffic Items
Streetscape
Segment N Total
203, 000.00
138,000.00
65, 000.00
62,000.00
392, 000.00
66,000.00
252, 000.00
1,178,000.00
notal tor all Segments
$ 31,606,000.00 I
Z:\Community Development\Infrastructure \Drainage\Lower Kirby Regional Detention\Agreements\ Budgets\Attachment A_Construction Project Cofta410114
14.xlsx Page C2 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT
Segment A
QTY UNIT PRICE TOTAL COST
Segment A - S. Spectrum 288 to Promenade
Total Segment Length
Existing Segment Length
New Segment Length
Paving
AV -82-44
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing)
Roadway Excavation
PAVING ITEMS
8 -inch stabilized subgrade
Lime for Stabilization (7% per dry weight)
10 -inch Reinforced Concrete Pavement (45' B -B)
6 -inch Reinforced Concrete Curb
Drainage
Type "C -2A"
Manholes
24 -inch Leads
54 -inch Sewer RCP
Conveyance to Ex. Poag Pond (10% of Drainage Cost)
Water
Sewer
Electric
Ductbank
Street Light
Streetscape
Sidewalks
Street Trees
Irrigation
1620 ft
810 ft
810 ft
AC
CY
SY.
TON
SY.
L.F,
EA.
EA.
L.F.
L.F.
EA.
LF.
LF
SY
LF.
L. F
2 $ 1,200.00 $ 2,000.00
2,766 $ 3.25 $ 9,000.00
4,230 $ 1.75
99 $ 120.00
4,050 $ 36.00
1,620 $ 2.50
$ 7,000.00
$ 12,000.00
$ 146,000.00
$ 4,000.00
Sub Total $ 180,000 00
Appurtenances (5%)
Contingency (25%)
Engineering (12%)
Subtotal Items:
4
2
44
3,048
1
$ 3,100.00
$ 3,500.00
$ 50.00
$ 175.00
$ 55,400.00
$ 9,000 00
$ 47,000.00
$ 28,000.00
$ 264,000.00
$ 12,000.00
$ 7,000.00
$ 2,000.00
$ 533,000.00
$ 55,000.00
Appurtenances (15%) $ 91,000.00
Contingency (25%) $ 175,000.00
Engineering (12%) $ 105,000.00
Subtotal Items: $ 980,000.00
0 $
0 $
$
$
810 $ 165.00 $ 134,000 00
6 $ 2,700.00 $ 16.000.00
2,160
1,620
1620
Contingency (25%) $ 38,000.00
Engineering (12%) $ 23,000.00
Subtotal Items: $ 211,000.00
$ 32.00 $
$ 29.00 $
$ 4500 $
69,000 00
47,000 00
73,000 00
3/3/2014
Page C3 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713)462-3178
Segment A
UNIT QTY UNIT PRICE TOTAL COST
Segment A - S. Spectrum 288 to Promenade
Contingency (25%) $ 47,000.00
Engineering (12%) $ 28,000.00
Subtotal Items: $ 264,000.00
1
Segment Total: $ 1,719,000.00 I
3/3/2014
Page C4 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment e
UNIT QTY UNIT PRICE TOTAL COST
Segment B - S. Spectrum: Promenade to TXDOT
Total Segment Length 1310 ft
Existing Segment Length 0 ft
New Segment Length 1310 ft
Paving
BV -114-70
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC 4 $ 1,200.00 $ 4,000.00
Roadway Excavation CY 6,909 $ 3.25 $ 22,000.00
PAVING ITEMS
8 -inch stabilized subgrade SY. 10,626 $ 1.75 $ 19,000.00
Lime for Stabilization (7% per dry weight) TON 249 $ 120.00 $ 30,000.00
10 -inch Reinforced Concrete Pavement (71' B -B) SY. 10,334 $ 36.00 $ 372,000.00
6 -inch Reinforced Concrete Curb L.F, 2,620 $ 2.50 $ 7,000.00
Sub Total for Segment B Paving $ 454,000.00
Appurtenances (5%) $ 23,000.00
Contingency (25%) $ 119,000.00
Engineering (12%) $ 72,000.00
Total Segment B Items: $ 668,000.00
Drainage
Type "C -2A" EA. 2 $ 3,100.00 $ 6,000.00
Manholes EA. 2 $ 3,500.00 $ 7,000.00
24 -inch Leads L.F. 40 $ 50.00 $ 2,000.00
48" X 72" RCB L.F. 2,308 $ 265.00 $ 612,000.00
Sub Total for Segment B Drainage $ 627,000.00
Appurtenances (15%) $ 94,000.00
Contingency (25%) $ 180,000.00
Engineering (12%) $ 108,000.00
Subtotal Items: $ 1,009,000.00
Water
8" PVC Pipe LF. 1,310 $ 16.00 $ 21,000.00
Fire Hydrant EA. 3 $ 2,700.00 $ 8,000.00
8" Gate Valve EA. 2 $ 700.00 $ 1,000 00
Sub Total for Segment B Water $ 30,000.00
Appurtenances (25%) $ 8,000.00
Contingency (25%) $ 10,000.00
Engineering (12%) $ 6,000.00
Subtotal Items: $ 54,000.00
Sanitary Sewer
8" SDR -26 LF 1,122 $ 22.00 $ 25,000.00
Sanitary Sewer Manhole (0-8') EA 3 $ 2,000.00 $ 6,000 00
Extradepth Manhole VF. 1 $ 100.00 $ -
3/3/2014
Page C5 of C34
DESCRIPTION
Pate Engineers, inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment B
UNIT QTY UNIT PRICE TOTAL COST
Segment B - S. Spectrum: Promenade to TXDOT
Trench Safety Systems
LF 1,122 $ 0.50 $ 1,000.00
Sub Total for Segment B Sewer $ 32,000.00
Appurtenances (10%) $ 3,000.00
Contingency (15%) $ 5,000.00
Engineering (12%) $ 5,000.00
Subtotal Items: $ 45,000.00
Electric
Ductbank LF. 1,314 $ 165.00 $ 217,000.00
Street Light LF 9 $ 2,700.00 $ 24,000.00
Traffic Items
Signalized Intersection
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 60,000.00
Engineering (12%) $ 36,000.00
Subtotal Items: $ 337,000.00
EA. 1 $ 200,000.00 $ 200,000.00
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000.00
Subtotal Items: $ 280,000.00
SY 2,911 $ 32.00 $ 93,000.00
LF. 1,310 $ 29.00 $ 38,000.00
L.F. 1310 $ 45.00 $ 59,000.00
Contingency (25%) $ 48,000.00
Engineering (12%) $ 29,000.00
Subtotal Items: $ 267,000.00
Segment Total: $ 2,660,000.00
3/3/2014
Page C6 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
UNIT PRICE
Segment C
TOTAL COST
Segment C - S. Spectrum: TXDOT to Kirby Dr.
Total Segment Length
Existing Segment Length
New Segment Length
Paving
BV -114-70
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing)
Roadway Excavation
PAVING ITEMS
8 -inch stabilized subgrade
Lime for Stabilization (7% per dry weight)
10 -inch Reinforced Concrete Pavement (71' B -B)
6 -inch Reinforced Concrete Curb
Drainage
Type"C-2A"
Manholes
24 -inch Leads
48" X 84" RCB
Water
8" PVC Pipe
Fire Hydrant
8" Gate Valve
Sewer
8" SDR -26
Sanitary Sewer Manhole (0-8')
Extradepth Manhole
1270 ft
0 ft
1270 ft
AC
CY
SY.
TON
SY.
L. F,
EA.
EA.
L.F.
L. F.
4 $ 1,200 00 $
6.698 $ 3.25 $
10,301
241
10,019
2,540
$ 1.75 $
$ 120.00 $
$ 36.00 $
$ 2.50 $
Sub Total $
4,000.00
22,000.00
18, 000.00
29,000.00
361,000.00
6,000.00
440,000 00
Appurtenances (5%) $ 22,000.00
Contingency (25%) $ 116,000.00
Engineering (12%) $ 69,000.00
Total Segment C Items: $ 647,000.00
2
2
40
2,422
$ 3,100.00 $
$ 3,500.00 $
$ 50.00 $
$ 315.00 $
Sub Total for Segment Drainage $
LF.
EA
EA
LF.
EA.
VF.
6,000.00
7,000.00
2,000.00
763,000.00
778,000.00
Appurtenances (15%) $ 117,000.00
Contingency (25%) $ 224,000.00
Engineering (12%) $ 134,000.00
Subtotal Items: $ 1,253,000.00
1,270
3
2
$ 16.00
$ 2,700.00
$ 700.00
Sub Total for Segment Water
Appurtenances (25%)
Contingency (25%)
Engineering (12%)
Subtotal Items:
20,000.00
8,000 00
1,000.00
801 $ 22.00 $
2 $ 2,000.00 $
5 $ 100 00 $
29,000.00
7,000.00
9,000.00
5,000 00
50,000.00
18,000 00
4,000.00
1,000.00
3/3/2014
Page C7 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment C
UNIT QTY UNIT PRICE TOTAL COST
Segment C - S. Spectrum: TXDOT to Kirby Dr.
Trench Safety Systems
LF 801 $ 0.50 $
Sub Total for Segment Water $ 23,000.00
Appurtenances (10%) $ 2,000.00
Contingency (15%) $ 4,000.00
Engineering (12%) $ 3,000.00
Subtotal Items: $ 32,000.00
Electric
Ductbank LF 1,272 $ 165.00 $ 210,000.00
Street Light LF 8 $ 2,700.00 $ 22,000.00
Traffic Items
Signalized Intersection
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 58,000.00
Engineering (12%) $ 35,000.00
Subtotal Items: $ 325,000.00
EA. 1 $ 200,000.00 $ 200,000.00
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000.00
Subtotal Items: $ 280,000.00
SY 2,822 $ 32.00 $ 90,000.00
LF. 1,270 $ 29.00 $ 37,000.00
L.F. 1270 $ 45.00 $ 57,000.00
Contingency (25%) $ 46,000.00
Engineering (12%) $ 28,000.00
Subtotal Items: $ 258,000.00
Segment Total: $ 2,845,000.00
3/3/2014
Page C8 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment D
UNIT QTY UNIT PRICE TOTAL COST
Segment D - Kirby Drive: Beltway 8 to Fruge
Total Segment Length 4400 ft
Existing Segment Length 4400 ft
New Segment Length 0 ft
Paving 0 $
Drainage 0 $
Water 0 $
Sewer
0 $
$
$
$
$
Electric
Ductbank LF 4,400 $ 165.00 $ 726,000 00
Street Light LF 0 $ 2,700.00 $
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 182,000.00
Engineering (12%) $ 109,000.00
Subtotal Items: $ 1,017,000.00
SY 5,867 $ 32.00 $ 188,000.00
LF. 4,400 $ 29.00 $ 128,000.00
L.F. 4,400 $ 45.00 $ 198,000.00
Contingency (25%) $ 129,000.00
Engineering (12%) $ 77,000.00
Subtotal Items: $ 720,000.00
Segment Total: $ 1,737,000.00 I
3/3/2014
Page C9 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment E
UNIT QTY UNIT PRICE TOTAL COST
Segment E - N Spectrum/Riley: Kirby to Almeda School Rd
Total Segment Length 5200 ft
Existing Segment Length 1200 ft
New Segment Length 4000 ft
Paving
BV -114-70
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC 8 $ 1,200.00 $ 9,000.00
Roadway Excavation CY 13,659 $ 3 25 $ 44,000.00
PAVING ITEMS
8 -inch stabilized subgrade SY. 20,889 $ 1.75 $ 37,000.00
Lime for Stabilization (7% per dry weight) TON 489 $ 120.00 $ 59,000.00
10 -inch Reinforced Concrete Pavement (45' B -B) SY. 20,000 $ 36.00 $ 720,000.00
6 -inch Reinforced Concrete Curb L.F, 8,000 $ 2.50 $ 20,000.00
Drainage
Street Drainage L.F
Sub Total $ 889,000.00
Appurtenances (5%) $ 44,000.00
Contingency (25%) $ 233,000 00
Engineering (12%) $ 140,000.00
Total Segment E Items: $ 1,306,000.00
4,000 $ 60.00 $ 240,000.00
Appurtenances (15%) $ 36,000.00
Contingency (25%) $ 69,000.00
Engineering (12%) $ 41,000.00
Subtotal Items: $ 386,000.00
Water
12" PVC Pipe LF. 4,000 $ 25.00 $ 100,000.00
Fire Hydrant EA. 8 $ 2,700.00 $ 22,000.00
12" Gate Valve EA 4 $ 1,000.00 $ 4,000.00
Sub Total for Segment Water $ 126,000.00
Appurtenances (25%) $ 32,000.00
Contingency (25%) $ 40,000.00
Engineering (12%) $ 24,000.00
Subtotal Items: $ 222,000.00
Sewer
12" SDR -26 LF 4,000 $ 30.00 $ 120,000.00
Sanitary Sewer Manhole (0-8') EA 10 $ 2,000.00 $ 20,000.00
Trench Safety Systems LF 4,000 $ 0.50 $ 2,000.00
Sub Total for Segment B Sewer $ 142,000.00
Appurtenances (10%) $ 14,000.00
3/3/2014
Page C10 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
UNIT PRICE
Segment E
TOTAL COST
Segment E - N Spectrum/Riley: Kirby to Almeda School Rd
Electric
Ductbank
Street Light
Traffic Items
Signalized Intersection
Streetscape
Sidewalks
Street Trees
Irrigation
LF.
LF.
EA.
SY
LF.
L. F
Contingency (15%) $ 23,000.00
Engineering (12%) $ 21,000.00
Subtotal Items: $ 200,000.00
4,000 $ 165.00 $
25 $ 2,700.00 $
660,000.00
68,000.00
Contingency (25%) $ 182,000.00
Engineering (12%) $ 109,000.00
Subtotal Items: $ 1,019,000.00
0 $ 200,000.00 $
8,889
4,000
4,000
Contingency (25%) $
Engineering (12%) $
Subtotal Items: $
32.00
29.00
45.00
Contingency (25%)
Engineering (12%)
Subtotal Items:
$ 284,000.00
$ 116,000.00
$ 180,000.00
$ 145,000.00
$ 87,000.00
$ 812,000.00
Segment Total:
$ 3,523,000.00
3/3/2014
Page C11 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment F
UNIT QTY UNIT PRICE TOTAL COST
Segment F - N. Spectrum: TXDOT to Kirby Dr.
Total Segment Length 1100 ft
Existing Segment Length 0 ft
New Segment Length 1100 ft
Paving
BV -114-70
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC. 3 $ 1,200 00 $ 4,000 00
Roadway Excavation CY. 5,801 $ 3,25 $ 19,000 00
PAVING ITEMS
8 -inch stabilized subgrade SY. 8,922 $ 1.75 $ 16,000 00
Lime for Stabilization (7% per dry weight) TON 209 $ 120.00 $ 25,000 00
10 -inch Reinforced Concrete Pavement (71' B -B) SY. 8,678 $ 36.00 $ 312,000.00
6 -inch Reinforced Concrete Curb L.F, 2,200 $ 2.50 $ 6,000 00
Sub Total $ 380,861.75
Sub Total for Segment Paving $ 381,000.00
Appurtenances (5%) $ 19,000.00
Contingency (25%) $ 100,000 00
Engineering (12%) $ 60,000.00
Total Segment F Items: $ 560,000.00
Drainage
24" RCP LF 510 $ 50.00 $ 26,000.00
30" RCP LF 374 $ 65.00 $ 24,000.00
Type C Inlets EA 6 $ 3,100 00 $ 19,000.00
Water
Sewer
Appurtenances (15%) $ 10,000.00
Contingency (25%) $ 20,000.00
Engineering (12%) $ 12,000 00
Subtotal Items: $ 111,000.00
0 $ - $
0 $ - $
Electric
Ductbank LF 1,099 $ 16500 $ 181,000.00
Street Light LF 7 $ 2,700 00 $ 19,000 00
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000 00
Subtotal Items: $ 280,000.00
Traffic Items
Signalized Intersection EA. 1 $ 200,000.00 $ 200,000.00
3/3/2014
Page C12 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
UNIT PRICE
Segment F
TOTAL COST
Segment F - N. Spectrum: TXDOT to Kirby Dr.
Streetscape
Sidewalks
Street Trees
Irrigation
SY
LF.
L.F.
2,444
1,100
1,100
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000.00
Subtotal Items: $ 280,000.00
$ 32 00 $
$ 29.00 $
$ 45 00 $
Contingency (25%)
Engineering (12%)
Subtotal Items:
78,000.00
32,000.00
50,000.00
$ 40,000.00
$ 24,000.00
$ 224,000.00
Segment Total:
$ 1,455,000.00
3/3/2014
Page C13 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment G
UNIT QTY UNIT PRICE TOTAL COST
Segment G - N. Spectrum: Promenade to TXDOT
Total Segment Length 1750 ft
Existing Segment Length 0 ft
New Segment Length 1750 ft
Paving
BV -114-70
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC. 5 $ 1,200.00 $ 6,000 00
Roadway Excavation CY 9,204 $ 3.25 $ 30,000.00
PAVING ITEMS
8 -inch stabilized subgrade SY 14,194 $ 1.75 $ 25,000.00
Lime for Stabilization (7% per dry weight) TON 333 $ 120.00 $ 40,000 00
10 -inch Reinforced Concrete Pavement (71' B -B) SY 13,806 $ 36.00 $ 497,000.00
6 -inch Reinforced Concrete Curb L F, 3,500 $ 2.50 $ 9,000.00
Sub Total $ 607,000.00
Sub Total for Segment Paving $ 607,000.00
Appurtenances (5%) $ 30,000.00
Contingency (25%) $ 159,000.00
Engineering (12%) $ 96,000.00
Total Segment G Items: $ 892,000.00
Drainage 0 $ $
Water 0 $ $
Sewer 0 $ - $
Electric
Ductbank LF 1,745 $ 165.00 $ 288,000.00
Street Light LF 11 $ 2,700.00 $ 30,000.00
Traffic Items
Signalized Intersection
Contingency (25%) $ 80,000.00
Engineering (12%) $ 48,000.00
Subtotal Items: $ 446,000.00
EA 1 $ 200,000.00 $ 200,000.00
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000.00
Subtotal Items: $ 280,000.00
Streetscape
Sidewalks SY 3,889 $ 32.00 $ 124,000.00
Street Trees LF. 1,750 $ 29 00 $ 51,000.00
Irrigation L F 1,750 $ 45.00 $ 79,000.00
Contingency (25%) $ 64,000.00
3/3/2014
Page C14 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment G
UNIT QTY UNIT PRICE TOTAL COST
Segment G - N. Spectrum: Promenade to TXDOT
Engineering (12%) $ 38,000.00
Subtotal Items: $ 356,000.00
1
Segment Total: $ 1,974,000.00 I
3/3/2014
Page C15 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
UNIT PRICE
Segment H
TOTAL COST
Segment H - Promenade: Beltway 8 to N. Spectrum
Total Segment Length
Existing Segment Length
New Segment Length
Paving
BV -114-70
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing)
Roadway Excavation
PAVING ITEMS
8 -inch stabilized subgrade
Lime for Stabilization (7% per dry weight)
10 -inch Reinforced Concrete Pavement (71' B -B)
6 -inch Reinforced Concrete Curb
Drainage
Water
Sewer
Electric
Ductbank
Street Light
Streetscape
Sidewalks
Street Trees
Irrigation
1550 ft
470 ft
1080 ft
AC
CY
SY
TON
SY.
L F,
LF
LF
SY
LF
L.F
3 $ 1,200.00 $
5,680 $ 3 25 $
8,760 $ 1.75
205 $ 120.00
8,520 $ 36.00
2,160 $ 2.50
Sub Total
Sub Total for Segment Paving
Appurtenances (5%)
Contingency (25%)
Engineering (12%)
Total Segment I Items:
0 $
0 $
0 $
1,000 $ 165.00
7 $ 2,700.00
2,400
1,080
1,080
Contingency (25%)
Engineering (12%)
Subtotal Items:
32.00
29.00
45.00
Contingency (25%)
Engineering (12%)
Subtotal Items:
3,000.00
18,000.00
$ 15,000.00
$ 25,000.00
$ 307,000.00
$ 5,000.00
$ 373,000.00
$ 373,000.00
$ 19,000 00
$ 98,000.00
$ 59,000.00
$ 549,000.00
$ 165,000.00
$ 19,000.00
$ 46,000 00
$ 28,000.00
$ 258,000.00
$ 77,000.00
$ 31,000.00
$ 49,000 00
$ 39,000.00
$ 24,000.00
$ 220,000.00
1
Segment Total: $ 1,027,000.00 I
3/3/2014
Page C16 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
Segment 1
UNIT PRICE TOTAL COST
Segment 1 - Promenade: N. Spectrum to S. Spectrum
Total Segment Length
Existing Segment Length
New Segment Length
Paving
BV -114-70
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing)
Roadway Excavation
PAVING ITEMS
8 -inch stabilized subgrade
Lime for Stabilization (7% per dry weight)
10 -inch Reinforced Concrete Pavement (71' B -B)
6 -inch Reinforced Concrete Curb
Drainage
Type "C -2A"
Manholes
24 -inch Leads
48" X 84" RCB
Water
Sewer
Electric
Ductbank
Street Light
1320 ft
0 ft
1320 ft
AC
CY
SY.
TON
SY.
L.F,
4 $ 1,200.00 $ 4,000.00
6,942 $ 3.25 $ 23,000.00
10,707 $ 1.75
251 $ 120.00
10,413 $ 36 00
2,640 $ 2.50
Sub Total
$ 19,000.00
$ 30,000.00
$ 375,000.00
$ 7,000.00
$ 458,000.00
Sub Total for Segment Paving $ 458,000.00
EA.
EA.
L.F.
L.F.
LF
LF
Appurtenances (5%)
Contingency (25%)
Engineering (12%)
Total Segment I Items:
4
2
140
600
$ 23,000.00
$ 120,000.00
$ 72,000.00
$ 673,000.00
$ 3,100.00 $
$ 3,500.00 $
$ 50.00 $
$ 315.00 $
12,000.00
7,000.00
7,000.00
189,000.00
Sub Total ' $ 215,000.00
Appurtenances (15%) $ 32,000.00
Contingency (25%) $ 62,000.00
Engineering (12%) $ 37,000.00
Subtotal Items: $ 346,000.00
0
0
1,315 $ 165.00 $
9 $ 2,700.00 $
217,000 00
24,000 00
Contingency (25%) $ 60,000.00
Engineering (12%) $ 36,000.00
Subtotal Items: $ 337,000.00
Traffic Items
Signalized Intersection EA. 1 $ 200,000.00 $ 200,000 00
3/3/2014
Page C17 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment
UNIT QTY UNIT PRICE TOTAL COST
Segment I - Promenade: N. Spectrum to S. Spectrum
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000.00
Subtotal Items: $ 280,000.00
SY 2,933 $ 32.00 $ 94,000.00
LF. 1,320 $ 29.00 $ 38,000.00
L.F 1,320 $ 45.00 $ 59,000.00
Contingency (25%) $ 48,000.00
Engineering (12%) $ 29,000.00
Subtotal Items: $ 268,000.00
Segment Total: $ 1,904,000.00
3/3/2014
Page C18 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment J
UNIT QTY UNIT PRICE TOTAL COST
Segment J - Fruge: Promenade to S. Spectrum Drive (Curve)
Total Segment Length 1580 ft
Existing Segment Length 0 ft
New Segment Length 1580 ft
Paving
RD -44-22
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC 2 $ 1,200 00 $ 2,000.00
Roadway Excavation CY 2,304 $ 3 25 $ 7,000.00
PAVING ITEMS
8 -inch stabilized subgrade SY 4,389 $ 1.75 $ 8,000.00
Lime for Stabilization (7% per dry weight) TON 103 $ 120 00 $ 12,000.00
8 -inch Reinforced Concrete Pavement (23' B -B) SY. 4,038 $ 26.00 $ 105,000.00
6 -inch Reinforced Concrete Curb L F, 3,160 $ 2.50 $ 8,000.00
Sub Total $ 142,000 00
Appurtenances (5%) $ 7,000.00
Contingency (25%) $ 37,000.00
Engineering (12%) $ 22 000 00
Total Phase I Items: $ 208,000.00
Drainage
Type "C -2A" EA. 2 $ 3,100.00 $ 6,000.00
Manholes EA. 3 $ 3,500.00 $ 11,000.00
24 -inch Leads L.F. 50 $ 50.00 $ 3,000.00
48 -inch Sewer RCP L.F 1,418 $ 130.00 $ 184,000.00
Sub Total $ 204,000.00
Appurtenances (15%) $ 31,000.00
Contingency (25%) $ 59,000.00
Engineering (12%) $ 35,000.00
Subtotal Items: $ 329,000.00
Water
8" PVC Pipe LF. 1.580 $ 16.00 $ 25,000.00
Fire Hydrant EA. 4 $ 2,700.00 $ 11,000.00
8" Gate Valve EA. 2 $ 700.00 $ 1,000.00
Sub Total $ 37,000 00
Appurtenances (25%) $ 9,000.00
Contingency (25%) $ 12,000.00
Engineering (12%) $ 7,000 00
Subtotal Items: $ 65,000.00
Sewer
8" SDR -26 LF. 1,782 $ 22.00 $ 39,000.00
Sanitary Sewer Manhole (0-8') EA. 7 $ 2,000.00 $ 14,000.00
Extradepth Manhole VF 1 $ 100 00 $
3/3/2014
Page C19 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment !
UNIT QTY UNIT PRICE TOTAL COST
Segment J - Fruge: Promenade to S. Spectrum Drive (Curve)
Trench Safety Systems LF 1,782 $ 0.50 $ 1,000.00
Sub Total $ 54,000.00
Appurtenances (10%) $ 5,000.00
Contingency (15%) $ 9,000.00
Engineering (12%) $ 8,000.00
Subtotal Items: $ 76,000.00
Electric
Ductbank LF 1,582 $ 165.00 $ 261,000.00
Street Light LF 10 $ 2,700.00 $ 27,000.00
Contingency (25%) $ 72,000.00
Engineering (12%) $ 43,000.00
Subtotal Items: $ 403,000.00
Traffic Items
Signalized Intersection EA 1 $ 200,000.00 $ 200,000.00
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000.00
Subtotal Items: $ 280,000.00
SY 2,107 $ 32 00 $ 67,000.00
LF. 1,580 $ 29.00 $ 46,000.00
L.F. 1,580 $ 45.00 $ 71,000.00
Contingency (25%) $ 46,000.00
Engineering (12%) $ 28,000.00
Subtotal Items: $ 258,000.00
Segment Total: $ 1,619,000.00
3/3/2014
Page C20 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment K
UNIT QTY UNIT PRICE TOTAL COST
Segment K - Promenade: S. Spectrum to Fruge Rd.
Total Segment Length 1610 ft
Existing Segment Length 0 ft
New Segment Length 1610 ft
Paving
AV -94-48
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC 2 $ 1,200 00 $ 3,000.00
Roadway Excavation CY 3,876 $ 3.25 $ 13,000.00
PAVING ITEMS
8 -inch stabilized subgrade SY. 7,334 $ 1.75 $ 13,000.00
Lime for Stabilization (7% per dry weight) TON 172 $ 120 00 $ 21,000 00
8 -inch Reinforced Concrete Pavement (39' B -B) SY 6,977 $ 31.00 $ 216,000.00
6 -inch Reinforced Concrete Curb L.F, 3,220 $ 2.50 $ 8,000.00
Sub Total $ 274,000.00
Appurtenances (5%) $ 14,000.00
Contingency (25%) $ 72,000 00
Engineering (12%) $ 43,000.00
Total Phase I Items: $ 403,000.00
Drainage
Type "C -2A" EA. 2 $ 3,100.00 $ 6,000.00
Manholes EA. 3 $ 3,500.00 $ 11,000.00
24 -inch Leads L.F. 50 $ 50.00 $ 3,000.00
42 -inch Sewer RCP L.F. 840 $ 100.00 $ 84,000.00
48 -inch Sewer RCP L.F. 1,464 $ 130.00 $ 190,000.00
Sub Total $ 294,000.00
Appurtenances (15%) $ 44,000.00
Contingency (25%) $ 85,000.00
Engineering (12%) $ 51,000.00
Subtotal Items: $ 474,000.00
Water
8" PVC Pipe LF 1,610 $ 16 00 $ 26,000.00
Fire Hydrant EA 4 $ 2,700 00 $ 11,000.00
8" Gate Valve EA 2 $ 700.00 $ 1,000.00
Sub Total $ 38,000.00
Appurtenances (25%) $ 10,000 00
Contingency (25%) $ 12,000 00
Engineering (12%) $ 6,000.00
Subtotal Items: $ 66,000.00
Sewer
10" SDR -26 LF 1,069 $ 33.00 $ 35,000.00
18" SDR -26 LF 1,142 $ 58.00 $ 66,000 00
3/3/2014
Page C21 of C34
DESCRIPTION
Pate Engineers, Inc,
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment K
UNIT QTY UNIT PRICE TOTAL COST
Segment K - Promenade: S. Spectrum to Fruge Rd.
Sanitary Sewer Manhole (0-8') EA 7 $ 2,000 00 $ 14,000.00
Extradepth Manhole VF 13 $ 100 00 $ 1,000.00
Trench Safety Systems LF 2,211 $ 0.50 $ 1,000.00
Sub Total $ 117,000.00
Appurtenances (10%) $ 12,000.00
Contingency (15%) $ 19,000 00
Engineering (12%) $ 18,000.00
Subtotal Items: $ 166,000.00
Electric
Ductbank LF 1,607 $ 165.00 $ 265,000.00
Street Light LF 11 $ 2,700.00 $ 30,000.00
Traffic Items
Signalized Intersection
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 74,000.00
Engineering (12%) $ 44,000.00
Subtotal Items: $ 413,000.00
EA. 1 $ 200,000 00 $ 200,000.00
Contingency (25%) $
Engineering (12%) $
Subtotal Items: $
50,000.00
30, 000.00
280,000.00
SY 3,936 $ 32.00 $ 126,000.00
LF. 1,610 $ 29.00 $ 47,000.00
L.F. 1,610 $ 45.00 $ 72,000.00
Contingency (25%) $ 61,000.00
Engineering (12%) $ 37,000.00
Subtotal Items: $ 343,000.00
Segment Total: $ 2,145,000.00
3/3/2014
Page C22 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment L
UNIT QTY UNIT PRICE TOTAL COST
Segment L - Fruge: Promenade to TXDOT
Total Segment Length 760 ft
Existing Segment Length 0 ft
New Segment Length 760 ft
Paving
ST -62-38
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC. 1 $ 1,200.00 $ 1,000.00
Roadway Excavation CY. 1,830 $ 3.25 $ 6,000 00
PAVING ITEMS
8 -inch stabilized subgrade SY. 3,462 $ 1.75 $ 6,000 00
Lime for Stabilization (7% per dry weight) TON 81 $ 120.00 $ 10,000.00
8 -inch Reinforced Concrete Pavement (39' B -B) SY. 3,293 $ 31.00 $ 102,000.00
6 -inch Reinforced Concrete Curb L.F, 1,520 $ 2.50 $ 4,000 00
Drainage
street drainage
Sub Total $ 129,000.00
Appurtenances (5%) $ 6,000 00
Contingency (25%) $ 34,000.00
Engineering (12%) $ 20,000.00
Total Phase I Items: $ 189,000.00
LF 760 $ 60.00 $ 46,000.00
Appurtenances (15%) $ 7,000.00
Contingency (25%) $ 13,000.00
Engineering (12%) $ 8,000.00
Subtotal Items: $ 74,000.00
Water
8" PVC Pipe LF. 760 $ 16.00 $ 12,000.00
Fire Hydrant EA. 2 $ 2,700.00 $ 5,000.00
8" Gate Valve EA. 1 $ 700.00 $ 1,000 00
Sub Total $ 18,000.00
Appurtenances (25%) $ 5,000.00
Contingency (25%) $ 6,000.00
Engineering (12%) $ 3,000.00
Subtotal Items: $ 32,000.00
Sewer
10" SDR -26 LF. 1,036 $ 33.00 $ 34,000.00
18" SDR -26 LF. 1,142 $ 58.00 $ 66,000.00
Sanitary Sewer Manhole (0-8') EA. 5 $ 2,000.00 $ 10,000.00
Extradepth Manhole VF. 13 $ 100.00 $ 1,000.00
Trench Safety Systems LF. 2,178 $ 0 50 $ 1,000 00
Sub Total $ 112,000 00
3/3/2014
Page C23 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment L
UNIT QTY UNIT PRICE TOTAL COST
Segment L - Fruge: Promenade to TXDOT
Appurtenances (10%) $ 11,000.00
Contingency (15%) $ 18,000.00
Engineering (12%) $ 17,000.00
Subtotal Items: $ 158,000.00
Electric
Ductbank LF 756 $ 165.00 $ 125,000.00
Street Light LF 5 $ 2,700,00 $ 14,000.00
Contingency (25%) $ 35,000.00
Engineering (12%) $ 21,000.00
Subtotal Items: $ 195,000.00
Traffic Items
Signalized Intersection EA 1 $ 200,000 00 $ 200,000.00
Contingency (25%) $ 50,000 00
Engineering (12%) $ 30,000.00
Subtotal Items: $ 280,000.00
Streetsca pe
Sidewalks SY 2,027 $ 32.00 $ 65,000 00
Street Trees LF. 760 $ 29 00 $ 22,000.00
Irrigation L.F 760 $ 45.00 $ 34,000.00
Contingency (25%) $ 30,000.00
Engineering (12%) $ 18,000.00
Subtotal Items: $ 169,000.00
Segment Total: $ 1,097,000.00
3/3/2014
Page C24 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
UNIT PRICE
Segment M
TOTAL COST
Segment M - Fruge: TXDOT to Kirby
Total Segment Length
Existing Segment Length
New Segment Length
Paving
ST -53-29
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing)
Roadway Excavation
PAVING ITEMS
8 -inch stabilized subgrade
Lime for Stabilization (7% per dry weight)
8 -inch Reinforced Concrete Pavement (39' B -B)
6 -inch Reinforced Concrete Curb
Drainage
Water
8" PVC Pipe
Fire Hydrant
8" Gate Valve
Sewer
18" SDR -26
Sanitary Sewer Manhole (0-8')
Extradepth Manhole
Trench Safety Systems
Electric
Ductbank
1150
0
1150
AC
CY
SY.
TON
SY.
L.F,
LF.
EA.
EA.
LF.
EA.
VF.
LF
LF
ft
ft
ft
2 $ 1,200.00 $
2,769 $ 3.25 $
5,239
123
4,983
2,300
$ 175 $
$ 120.00 $
$ 31.00 $
$ 2.50 $
Sub Total $
2,000.00
9,000 00
9,000.00
15,000.00
154,000.00
6,000 00
195,000.00
Appurtenances (5%) $ 10,000.00
Contingency (25%) $ 51,000.00
Engineering (12%) $ 31,000.00
Total Phase I Items: $ 287,000.00
0 $ - $
1,150
3
2
$ 16.00
$ 2,700.00
$ 700.00
Sub Total
$ 18,000.00
$ 8,000.00
$ 1,000.00
$ 27,000.00
Appurtenances (25%) $
Contingency (25%) $
Engineering (12%) $
Subtotal Items: $
1,186
3
12
1,186
7,000.00
9,000.00
5,000.00
48,000.00
$ 58.00 $
$ 2,000.00 $
$ 100.00 $
$ 0.50 $
Sub Total $
Appurtenances (10%) $
Contingency (15%) $
Engineering (12%) $
Subtotal Items: $
69,000.00
6,000.00
1,000.00
1,000.00
77,000.00
8,000.00
21,000.00
13,000.00
119,000.00
1,145 $ 165.00 $
189,000.00
3/3/2014
Page C25 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
Segment M
UNIT PRICE TOTAL COST
Segment M - Fruge: TXDOT to Kirby
Street Light
Traffic Items
Signalized Intersection
Streetscape
Sidewalks
Street Trees
Irrigation
LF
EA.
SY
LF.
LF
8 $ 2,700.00 $
22,000.00
Contingency (25%) $ 53,000.00
Engineering (12%) $ 32,000.00
Subtotal Items: $ 296,000.00
1 $ 200,000.00 $ 200,000.00
1,533
1,150
1,150
Contingency (25%)
Engineering (12%)
Subtotal Items:
32.00
29.00
45.00
Contingency (25%)
Engineering (12%)
Subtotal Items:
$ 50,000.00
$ 30,000.00
$ 280,000.00
$ 49,000.00
$ 33,000.00
$ 52,000.00
$ 34,000.00
$ 20,000.00
$ 188,000.00
Segment Total: $ 1,218,000.00
3/3/2014
Page C26 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
Segment N
UNIT PRICE TOTAL COST
Segment N - Fruge: Kirby to
Hooper
Total Segment Length
Existing Segment Length
New Segment Length
Paving
RD -44-22
Site Preparation (Clearing & Grubbing)
Roadway Excavation
PAVING ITEMS
8 -inch stabilized subgrade
Lime for Stabilization (7% per dry weight)
10 -inch Reinforced Concrete Pavement (23' B -B)
6 -inch Reinforced Concrete Curb
Drainage
street drainage
Water
8" PVC Pipe
Fire Hydrant
8" Gate Valve
Sewer
10" SDR -26
Sanitary Sewer Manhole (0-8')
Extradepth Manhole
Trench Safety Systems
1200
0
1200
AC
CY.
SY.
TON
SY.
LF,
ft
ft
ft
1 $ 1,200.00 $ 1,000.00
1,750 $ 3.25 $ 6,000.00
3,333
78
3,067
2,400
$ 175 $
$ 120.00 $
$ 26.00 $
$ 250 $
6,000 00
9,000.00
80,000.00
6,000 00
Sub Total $ 108,000.00
Appurtenances (5%) $ 5,000 00
Contingency (25%) $ 28,000 00
Engineering (12%) $ 17,000.00
Total Phase I Items: $ 158,000.00
LF 1,200 $ 60.00 $ 72,000.00
LF.
EA.
EA.
LF
EA
VF.
LF
Appurtenances (15%) $ 11,000.00
Contingency (25%) $ 21,000.00
Engineering (12%) $ 12,000.00
Subtotal Items: $ 116,000.00
1,200
3
2
$ 16.00 $
$ 2,700.00 $
$ 700 00 $
19,000.00
8,000.00
1,000.00
Sub Total $ 28,000 00
Appurtenances (25%) $ 7,000 00
Contingency (25%) $ 9,000 00
Engineering (12%) $ 5,000.00
Subtotal Items: $ 49,000.00
1,250
5
13
1,250
$ 33.00 $
$ 2,000.00 $
$ 100.00 $
$ 0 50 $
41,000.00
10,000.00
1,000.00
1,000 00
Sub Total $ 53,000.00
Appurtenances (10%) $ 5,00000
Contingency (15%) $ 15,000.00
3/3/2014
Page C27 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment N
UNIT QTY UNIT PRICE TOTAL COST
Segment N - Fruge: Kirby to Hooper
Engineering (12%) $ 9,000.00
Subtotal Items: $ 82,000.00
Electric
Ductbank LF 1,195 $ 165.00 $ 197,000.00
Street Light LF 8 $ 2,700.00 $ 22,000.00
Contingency (25%) $ 55,000.00
Engineering (12%) $ 33,000.00
Subtotal Items: $ 307,000.00
Traffic Items
Signalized Intersection EA 1 $ 200,000.00 $ 200,000.00
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000.00
Subtotal Items: $ 280,000.00
SY 1,600 $ 32.00 $ 51,000.00
LF. 1,200 $ 29.00 $ 35,000.00
L.F 1,200 $ 45.00 $ 54,000.00
Contingency (25%) $ 35,000.00
Engineering (12%) $ 21,000.00
Subtotal Items: $ 196,000.00
Segment Total: $ 1,030,000.00
3/3/2014
Page C28 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment 0
UNIT QTY UNIT PRICE TOTAL COST
Segment 0 - Hooper: Beltway 8 to N. Spectrum
Total Segment Length 3650 ft
Existing Segment Length 0 ft
New Segment Length 3650 ft
RD -44-22
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC. 4 $ 1,200.00 $ 4,000 00
Roadway Excavation CY 5,322 $ 3.25 $ 17,000.00
PAVING ITEMS
8 -inch stabilized subgrade SY. 10,139 $ 1.75 $ 18,000.00
Lime for Stabilization (7% per dry weight) TON 238 $ 120.00 $ 29,000.00
10 -inch Reinforced Concrete Pavement (23' B -B) SY. 9,328 $ 26.00 $ 243,000 00
6 -inch Reinforced Concrete Curb L.F, 7,300 $ 2.50 $ 18,000.00
Sub Total $ 329,000 00
Appurtenances (5%) $ 16,000.00
Contingency (25%) $ 86,000.00
Engineering (12%) $ 52,000.00
Total Phase I Items: $ 483,000.00
Drainage
Type "C -2A" EA. 8 $ 3,100.00 $ 25,000.00
Manholes EA. 5 $ 3,500.00 $ 18,000.00
24 -inch Leads L.F. 104 $ 50.00 $ 5,000.00
48 -inch Sewer RCP L.F. 3,500 $ 130.00 $ 455,000.00
54 -inch Sewer RCP L.F. 2,692 $ 175.00 $ 471,000.00
Sub Total $ 974,000.00
Appurtenances (15%) $ 146,000.00
Contingency (25%) $ 280,000.00
Engineering (12%) $ 168,000.00
Subtotal Items: $ 1,568,000.00
Water
8" PVC Pipe LF 3,650 $ 16.00 $ 58,000.00
Fire Hydrant EA 8 $ 2,700.00 $ 22,000.00
8" Gate Valve EA 4 $ 700.00 $ 3,000.00
Sub Total $ 83,000.00
Appurtenances (25%) $ 21,000.00
Contingency (25%) $ 26,000.00
Engineering (12%) $ 16,000 00
Subtotal Items: $ 146,000.00
Sewer
8" SDR -26 LF 1,204 $ 22.00 $ 26,000 00
10" SDR -26 LF 2,650 $ 33.00 $ 87,000 00
12" SDR -26 LF 1.307 $ 35.00 $ 46,000.00
3/3/2014
Page C29 of C34
Segment Total: $ 4,276,000.00'
DESCRIPTION
Pate Engineers, inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment 0
UNIT QTY UNIT PRICE TOTAL COST
Segment 0 - Hooper: Beltway 8 to N. Spectrum
Sanitary Sewer Manhole (0-8') EA. 14 $ 2,000 00 $ 28,000.00
Extradepth Manhole VF. 35 $ 100 00 $ 4,000 00
Trench Safety Systems LF. 5,161 $ 0 50 $ 3,000 00
Sub Total $ 194,000 00
Appurtenances (10%) $ 19,000.00
Contingency (15%) $ 32,000 00
Engineering (12%) $ 29.000.00
Subtotal Items: $ 274,000.00
Electric
Ductbank LF 3,645 $ 165 00 $ 601,000.00
Street Light LF 23 $ 2,700.00 $ 62,000.00
Traffic Items
Signalized Intersection
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 166,000.00
Engineering (12%) $ 99,000.00
Subtotal Items: $ 928,000.00
EA. 1 $ 200,000 00 $ 200,000 00
Contingency (25%) $ 50,000.00
Engineering (12%) $ 30,000 00
Subtotal Items: $ 280,000.00
SY 4,867 $ 32.00 $ 156,000.00
LF. 3,650 $ 29.00 $ 106,000.00
L.F. 3,650 $ 45.00 $ 164,000.00
Contingency (25%) $ 107,000.00
Engineering (12%) $ 64,000.00
Subtotal Items: $ 597,000.00
1
3/3/2014
Page C30 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment P
UNIT QTY UNIT PRICE TOTAL COST
Segment P - Hooper: N. Spectrum to Fruge Rd.
Total Segment Length 1540 ft
Existing Segment Length 0 ft
New Segment Length 1540 ft
RD -44-22
EARTHWORK AND SITE PREPARATION ITEMS
Site Preparation (Clearing & Grubbing) AC 2 $ 1,200.00 $ 2,000.00
Roadway Excavation CY 2,246 $ 3.25 $ 7,000.00
PAVING ITEMS
8 -inch stabilized subgrade SY. 4,278 $ 1.75 $ 7,000.00
Lime for Stabilization (7% per dry weight) TON 100 $ 120.00 $ 12,000.00
10 -inch Reinforced Concrete Pavement (23' B -B) SY. 3,936 $ 26.00 $ 102,000.00
6 -inch Reinforced Concrete Curb L.F, 3,080 $ 2.50 $ 8,000.00
Sub Total $ 138,000.00
Appurtenances (5%) $ 7,000.00
Contingency (25%) $ 36,000.00
Engineering (12%) $ 22,000.00
Total Phase I Items: $ 203,000.00
Drainage
Type "C -2A" EA. 2 $ 3,100.00 $ 6,000.00
Manholes EA. 2 $ 3,500.00 $ 7,000.00
24 -inch Leads L.F. 36 $ 50.00 $ 2,000.00
42 -inch Sewer RCP L.F. 700 $ 100.00 $ 70,000.00
Sub Total $ 85,000.00
Appurtenances (15%) $ 13,000.00
Contingency (25%) $ 25,000.00
Engineering (12%) $ 15,000.00
Subtotal Items: $ 138,000.00
Water
8" PVC Pipe LF. 1,540 $ 16.00 $ 25,000.00
Fire Hydrant EA. 4 $ 2,700.00 $ 11,000.00
8" Gate Valve EA 2 $ 700 00 $ 1,000.00
Sub Total $ 37,000.00
Appurtenances (25%) $ 9,000.00
Contingency (25%) $ 12,000.00
Engineering (12%) $ 7,000.00
Subtotal Items: $ 65,000.00
Sewer
8" SDR -26 LF 1,602 $ 22.00 $ 35,000.00
Sanitary Sewer Manhole (0-8') EA. 4 $ 2,000.00 $ 8,000.00
Extradepth Manhole VF. 3 $ 100.00 $
Trench Safety Systems LF 1,602 $ 0.50 $ 1,000.00
3/3/2014
Page C31 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Segment P
UNIT QTY UNIT PRICE TOTAL COST
Segment P - Hooper: N. Spectrum to Fruge Rd.
Sub Total $ 44,000.00
Appurtenances (10%) $
Contingency (15%) $
Engineering (12%) $
Subtotal Items: $
4,000.00
7,000.00
7, 000.00
62,000.00
Electric
Ductbank LF 1,536 $ 165.00 $ 253,000.00
Street Light LF 10 $ 2,700.00 $ 27,000.00
Streetscape
Sidewalks
Street Trees
Irrigation
Contingency (25%) $ 70,000.00
Engineering (12%) $ 42,000.00
Subtotal Items: $ 392,000.00
SY 2,053 $ 32.00 $ 66,000.00
LF 1,540 $ 29.00 $ 45,000.00
L.F. 1,540 $ 45.00 $ 69,000.00
Contingency (25%) $ 45,000.00
Engineering (12%) $ 27,000.00
Subtotal Items: $ 252,000.00
Segment Total: $ 1,112,000.00
3/3/2014
Page C32 of C34
LOWER KIRBY URBAN CORE
CONSTRUCTION COST ESTIMATE
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
UNIT QTY
Detention
UNIT PRICE TOTAL COST
Detention Pond 1
Detention Pond Excavation
Outfall (15% of Excavation)
Backslope Interceptor
Backslope swale
Detention Pond 2
Detention Pond Excavation
Outfall (15% of Excavation)
Backslope Interceptor
Backslope swale
Bridge @ AV -82-44
Bridge @ BV -114-70
Signature Bridge
Land Acquisition
Detention Pond 3
Detention Pond Excavation
Outfall (15% of Excavation)
Backslope Interceptor
Backslope swale
Land Acquisition
CY
EA,
EA
L.F.
309,760
1
4
2,500
$ 5.00 $
$ 232,000.00 $
$ 5,000 00 $
$ 3 50 $
1,549,000 00
232,000 00
20, 000.00
9,000.00
Appurtenances (25%) $ 453,000.00
Contingency (25%) $ 566,000.00
Engineering (12%) $ 339,000.00
Subtotal Detention Pond 1 Items: $ 3,166,000.00
C Y 118,653 $ 5 00
EA. 1 $ 89,000 00
EA. 11 $ 5,000 00
L.F. 7,700 $ 3 50
S F 12,300 $ 75.00
S.F, 12,300 $ 75.00
S.F. 12,300 $ 75.00
S.F. 1,002,127 $ 2.25
$ 593,000.00
$ 89,000.00
$ 55,000 00
$ 27,000.00
$ 923,000 00
$ 923,000.00
$ 923,000.00
$ 2,255,000.00
Appurtenances (25%) $ 883,000.00
Contingency (25%) $ 1,104,000.00
Engineering (12%) $ 662,000.00
Subtotal Detention Pond 2 Items: $ 8,437,000.00
CY
EA,
EA.
L.F.
S.F,
123,233
1
3
2,230
615,806
$ 5.00
$ 92,000.00
$ 5,000.00
$ 3 50
$ 2 25
$ 616,000 00
$ 92,000 00
$ 15,000.00
$ 8,000.00
$ 1,386,000 00
Appurtenances (25%) $ 183,000.00
Contingency (25%) $ 229,000.00
Engineering (12%) $ 137.000 00
Subtotal Detention Pond 3 Items: $ 2,666,000.00
Detention Pond 4
Detention Pond Excavation C Y
149,334 $
5.00 $ 747,000.00
3/3/2014
Page C33 of C34
DESCRIPTION
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
Detention
UNIT QTY UNIT PRICE TOTAL COST
Outfall (5% of Excavation) EA 1 $ 37,000.00 $ 37,000.00
Backslope Interceptor EA 3 $ 5,000.00 $ 15,000.00
Backslope swaie L.F. 1,600 $ 3.50 $ 6,000.00
Land Acquisition S.F 651,587 $ 2.25 $ 1,466,000.00
Appurtenances (25%) $ 201,000.00
Contingency (25%) $ 252,000.00
Engineering (12%) $ 151,000.00
Subtotal Detention Pond 4 Items: $ 2,875,000.00
3/3/2014
Page C34 of C34
Pate Engineers, Inc.
13333 Northwest Freeway, Suite 300
Houston, Texas 77040
(713) 462-3178
LOWER KIRBY URBAN CORE
DETENTION SUMMARY
CONSTRUCTION COST ESTIMATE
DATE: 10/21/11
Name Cost
Detention Pond 1 $ 3,168,000.00
Detention Pond 2 $ 8,437,000.00
Detention Pond 3 $ 2,666,000.00
Detention Pond 4 $ 2,875,000.00
Total $ 17,146,000.00
Total Roadway Segments $ 31,606,000.00
Total Detention $ 17,146,000.00
Total Cost $ 48,752,000.00
3/3/2014
Page C1 of Cl
CERTIFICATION OF MASTER DRAINAGE PLAN FOR
DEVELOPMENT IN THE DISTRICT
WHEREAS, Lower Kirby Pearland Management District (the "District"), formerly
known as Spectrum Management District, was created as a municipal management district
under Article XVI, Section 59, and Article III, Sections 52 and 52-a, Texas Constitution;
WHEREAS, the District operates under Chapter 3840, Texas Special District Local
Laws Code; Chapter 375, Texas Local Government Code; and Chapters 49 and 54, Texas
Water Code, and is authorized to engage in drainage and flood control activities;
WHEREAS, pursuant to Section 49.211, Texas Water Code, the District has
commissioned a master drainage plan, including rules related to the plan and design criteria
for drainage channels, facilities, and flood control improvements, and certain rules related to
construction activity within the District;
WHEREAS, in order to accomplish the purposes for which the District was created,
the District has determined to establish a master drainage plan for the entire 903 acres, which
is the total acreage located within the District boundaries;
WHEREAS, the Board of Directors deems it necessary to adopt rules, regulations and
fees necessary for the implementation and enforcement of a master drainage plan.
NOW, THEREFORE, the Board of Directors for the District hereby certifies that Phase
I of the Master Drainage Plan attached hereto has been received, reviewed and is hereby
adopted.
CERTIFIED this day ofcC,\p+MQ.(J , 2014.
President, f3
Secretary, Board- f `Directors
M
(SEAL) =
472492
and o
Exhibit C
LJA Engineering, Inc.
IA
Clear Creek
Harris County Flood Control
Unit No. A100-00-00
Drainage Design and Impact Analysis
for
Lower Kirby Regional Detention Facility
July 2013
Planners ! Consulting Englneers * Surveyors
Clear Creek
Harris County Flood Control
Unit No. A100-00-00
Drainage Design and Impact Analysis
for
Lower Kirby Regional Detention Facility
....0>NVAtitamm:
***IP .44.
c.:•••
*: • e
.-A 1()
g ROBERT R. BARON
9003% 93810
/1,%j•.„
ititA\e•/CENS-.
111.5`,3'/A. .....
'144
July 2013
LJA Engineering, Inc
2929 Briarpark Dr., Suite 600
Houston, Texas 77042-3703
Phone 713.953.5200
Fax 713.953.5026
LJA Firm Registration No. F-1386
LJA Job No. 1607-1102
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
TABLE OF CONTENTS
Executive Summary Page ES -1
1.0 Introduction Page 1-1
1.1 Site Location and Description Page 1-1
1.2 Existing Drainage Page 1-1
1.3 Regulatory Jurisdictions Page 1-2
1.4 Project Datum Page 1-2
1.5 Previous Studies Page 1-2
1.5.1 Promenade Shops Development Page 1-2
1.5.2 Promenade Regional Detention Analysis Page 1-3
1.5.3 Water Lights Master Drainage Plan Page 1-3
1.5.4 Letter of Map Revision — Fill for Goldknight Tracts Page 1-4
1.6 Proposed Lower Kirby Regional Development and Detention Facilitiy Page 1-4
2.0 Hydrologic Analysis Page 2-1
2.1 Methodology Page 2-1
2.1.1 Watershed Characteristics Page 2-1
2.1.2 Precipitation Abstractions Page 2-2
2.1.3 Hypothetical Storm Events Page 2-2
2.1.4 Rainfall Distributions Page 2-2
2.2 Detention Requirements Page 2-2
2.3 Base Conditions Page 2-3
2.4 Revised Base Model Page 2-4
2.4.1 Storage Routing Page 2-4
2.4.2 Kirby Drive Bridge Page 2-4
2.5 Pre Project Model Page 2-5
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
2.5.1 Subdivided Al00F Page 2-5
2.5.2 Subdivided Routing Reach 2199R Page 2-6
2.5.3 Runoff from Beltway 8 Page 2-6
2.5.4 Tc&R Values Page 2-6
2.6 Post Project Hydrology — Lower Kirby Detention Facility Page 2-7
2.7 Post Project Hydrology — Clear Creek Page 2-9
3.0 Hydraulic Analysis Page 3-1
3.1 Lower Kirby Regional Detention Facility Page 3-1
3.1.1 Detention Facility Modeling Page 3-1
3.1.2 Stage -Area Nodes Page 3-1
3.1.3 Boundary Nodes Page 3-2
3.1.4 Pipes Page 3-2
3.2 Clear Creek Page 3-3
3.2.1 Base Conditions HEC -RAS Page 3-3
3.2.2 Revised Base HEC -RAS Page 3-3
3.2.3 Pre Project HEC -RAS Page 3-4
3.2.4 Post Project HEC -RAS Page 3-5
4.0 Results and Conclusions Page 4-1
4.1 Hydrology Results Page 4-1
4.2 Mitigation Results Page 4-2
4.3 Hydraulic Results Page 4-3
4.4 Conclusions Page 4-4
ii
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
LIST OF TABLES
TABLE ES -1 Lower Kirby Regional Peak Flow Comparisons Page ES -2
TABLE ES -2 Clear Creek Peak Flow Comparisons Page ES -2
TABLE ES -3 Required Storage Volume Summary Page ES -3
TABLE ES -4 Available Storage Volume Page ES -3
TABLE ES -5 Clear Creek Water Surface Elevation Comparisons Page ES -4
TABLE 2.1 Base Condition Watershed Parameters Page 2-3
TABLE 2.2 Base Condition Tc&R Values Page 2-3
TABLE 2.3 Base Condition Peak Flows Page 2-3
TABLE 2.4 Revised Base Peak Flow Comparisons Page 2-5
TABLE 2.5 Pre Project Condition Tc&R Parameters Page 2-6
TABLE 2.6 Pre Project Condition Tc&R Page 2-7
TABLE 2.7 Pre Project Peak Flow Comparisons Page 2-7
TABLE 2.8 Lower Kirby Regional Internal Tc&R Parameters Page 2-8
TABLE 2.9 Lower Kirby Regional Internal Tc&R Values Page 2-9
TABLE 2.10 Post Project Condition Tc&R Parameters Page 2-9
TABLE 2.11 Post Project Condition Tc&R Values Page 2-10
TABLE 3.1 Lower Kirby Regional Detention Facility System Page 3-3
TABLE 3.3 Pre Project Condition Water Surface Elevations Page 3-4
TABLE 3.4 Post Project Condition Water Surface Elevations Page 3-6
TABLE 4.1 Lower Kirby Regional Peak Flow Comparisons Page 4-1
TABLE 4.2 Clear Creek Peak Flow Comparisons Page 4-1
TABLE 4.3 Required Storage Volume Summary Page 4-2
TABLE 4.4 Available Storage Volume Page 4-2
TABLE 4.5 Clear Creek Water Surface Elevations Page 4-3
iii
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
LIST OF EXHIBITS
Exhibit 1.1 Vicinity Map Following Page 1-6
Exhibit 1.2 Existing Drainage Following Page 1-6
Exhibit 1.3 FEMA Effective Special Flood Hazard Area Following Page 1-6
Exhibit 1.4 Lower Kirby Regional Development Plan Following Page 1-6
Exhibit 2.1 Clear Creek Watershed Following Page 2-10
Exhibit 2.2 Pre Project Clear Creek Sub -Watersheds Following Page 2-10
Exhibit 2.3 Lower Kirby Regional Internal Drainage Areas (Scenario 1) Following Page 2-10
Exhibit 3.1 ICPR Schematic Following Page 3-6
LIST OF APPENDICES
Appendix A Models and Supporting Data on Disk
Appendix B Agreement Exhibits
iv
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
EXECUTIVE SUMMARY
The Lower Kirby Regional Detention Facility is part of the Lower Kirby Urban Center in the City
of Pearland that consists of approximately 1,000 acres of mostly undeveloped land at the
southwest quadrant of State Highway 288 (SH 288) and Beltway 8. The Lower Kirby Regional
Detention Service Area makes up approximately 467 acres of the Lower Kirby Urban Center. In
order to reclaim land from the effective 100 -year floodplain and accommodate a more urban
development, the City of Pearland is proposing a regional approach to detention for the 467
acre service area. This is a preferred alternative to individual developments providing onsite
detention.
Four ponds are proposed that will provide the necessary detention for development and
floodplain mitigation. An existing borrow pit located adjacent to the north bank of Clear Creek
will be improved to provide the required storage volume for the proposed development.
Additionally, the TxDOT ditch providing drainage for Beltway 8 will be improved into three linear
lakes that will provide additional storage volume, as well as a surplus volume of storage for
possible use when SH 288 is improved.
The 128 acre Prudential Tract located in the
northeast quadrant of the Lower Kirby
Regional Service Area is currently only
partially developed. A Bass Pro Shops retail
center was constructed and onsite detention
was provided within the property.
Numerous additional development plans for
the Prudential Tract have been investigated
but were never implemented. There were
plans for expanding the Promenade Shops
with additional retail, but these have also
been put on hold.'
Since it is unknown what future development
will occur within the Prudential Property, a
previous study investigated three
development scenarios and proposed a
regional detention plan for each one. The
development scenarios are based on future
development of the Prudential Tract and
participation in the regional detention. The
development scenarios are summarized
below:
• Scenario 1 — full participation of the Promenade Shops in the regional detention plan.
• Scenario 2 — partial participation of the Promenade Shops in the regional detention plan.
• Scenario 3 — no participation of the Promenade Shops in the regional detention plan.
This report focuses on Scenario 1. Results of a hydrologic analysis indicate that, for the
preferred development scenario, the peak 100 -year undetained flow from the Lower Kirby
Development is approximately 2,331 cfs, but is limited to approximately 715 cfs according to a
Lower Kirby Urban Center Master Plan and Implementation Strategy
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc Page ES -1
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
pre project HEC -HMS model. The proposed detention system for The Lower Kirby
Development produces a peak 100 -year flow of 477 cfs from the detention facility, which is Tess
than the maximum allowable rate. The 10 -year HEC -HMS results conclude that the peak
discharge from the detention facility does not exceed the allowable peak flow as well. Table
ES -1 summarizes the peak discharges for The Lower Kirby Development.
TABLE ES -1
LOWER KIRBY REGIONAL PEAK FLOW COMPARISONS
Storm Event
Allowable Q
(cfs)
366
Un -detained Q
(cfs)
1,494
Detained 0
(cfs)
204
10 -yr
100 -yr
715
2,331
477
To incorporate the proposed Lower Kirby Development into the Clear Creek Watershed, post
project flows were routed through detention using ICPR using a variable tailwater boundary
condition. Results of the post project HEC -HMS model at selected points along Clear Creek are
compared to the pre project HEC -HMS results in Table ES -2 below.
CLEAR
TABLE ES -2
CREEK PEAK FLOW COMPARISONS
HEC -HMS
Node
HEC -RAS
SECNO
Description
10% Peak
(cfs)
Pre
Project
484
Flow
Post
Project
484
1%Peak
(cfs)
Pre
Project
1099
Flow
Post
Project
1099
Pre Project
Post
10%
0
vs
Proiect
1
0
2385J
239967.4
2228J
231533.3
1148
1148
2662
2662
0
0
2199J
222868.7
1148
1148
2662
2662
0
0
2143J
214705.8
1934
1884
3922
3849
-50
-73
1999J
197996.2
2240
2223
4359
4292
-17
-66
1660J
179278.5
Hickory
2910
2910
2905
2905
5443
5443
5433
5433
-5
-5
-11
-11
1601J
165983.9
1271J
129631
A120-00-00
4340
4339
7679
7675
-2
-4
1222J
123196.7
A119-00-00
7718
7717
13312
13308
-1
-4
1052J
106343.5
Mary's
10071
10070
17037
17034
22172
-1
-1
-4
0927J
93497.69
Cowart
12892
12891
22176
-4
0771J
77642.36
72765.55
Chigger
Magnolia
14379
14755
14377
14753
24474
25242
24471
25239
-1
-1
-4
0702J
-4
0601J
61501.83
14757
14756
25244
25241
-1
-4
0556J
55615.42
15332
15331
26212
26209
-1
-3
0366J
36556.81
A107-00-00
15356
15355
26239
26237
-1
-3
0301J
30794.12
15576
15574
26591
26588
-1
-3
0184J
20859.46
Armand
17123
17122
39144
39144
-1
0
0140J
16112.37
A104-00-00
17705
17705
42985
42985
0
0
The proposed Lower Kirby Development is located along the left (north) overbank of Clear
Creek between SH 288 and Kirby Drive. The floodplain volume in the left overbank of Clear
Creek was calculated in HEC -RAS for existing and proposed conditions, and the difference in
volume is the volume of displacement from the proposed 271 acres that will be filled to reclaim
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc Page ES -2
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
land from the Clear Creek SFHA. The resulting volume of floodplain storage displaced below
the 100 -year BFE is 158 acre-feet.
Approximately 304 acre-feet of storage is required to detain the developed flows from the Lower
Kirby Development, this volume produces a detention rate of 0.65 acre -ft per acre, which is the
minimum allowable detention volume for the City of Pearland
The total volume of detention for the development of the 467 acre Lower Kirby Tract is 462 ac -ft.
Table ES -3 summarizes the results of the required detention volumes for the Lower Kirby
Development for each scenario.
TABLE ES -3
REQUIRED STORAGE VOLUME SUMMARY
Service Area
Development
(ac -ft)
Floodplaln Storage
(ac -ft)
158
Total
(ac -ft)
462
(ac)
467
304
Average
Area (ac)
2.45
Volume
(ac ft)
28.96
A100F3A
44.68
ICPR results included the maximum water surface elevations and corresponding surface area in
each of the modeled detention facilities. Using this data, the available storage volume can be
calculated. These results are shown in Table ES -4.
TABLE ES -4
AVAILABLE STORAGE VOLUME
Lake ID
Normal Pool
Elevation 1
(ft)
Min. Lake
Area (acres)
Max. Lake
Area
(acres)
4.40
1
Max WSEL
(ft)
56.50
Min.
1
WSEL
(ft)
44.68
Depth
(ft)
11.82
Average
Area (ac)
2.45
Volume
(ac ft)
28.96
A100F3A
44.68
0.50
A100F3B
44.22
0.65
6.02
56.50
44.22
12.28
3.34
40.95
A100F3C
44.10
4.50
12.02
56.50
44.10
12.40
8.26
102.42
A100F3D
44.00
27.55
31.74
54.00
44.00
10.00
29.65
296.50
Total Detention Storage Provided=
468.83
NAVD 1988, 2001 adj.
The total storage available in the proposed ponds will provide adequate volume necessary for
the total required detention if built as recommended in this report. A surplus storage volume of
6.8 acre-feet is also available, which can be utilized by TxDOT for future SH 288 improvements,
or any other roadway improvement in this vicinity2 should TxDOT require the additional storage.
The flows produced by the post project HEC -HMS model were entered into a post project HEC -
RAS model and the resulting water surface elevations were compared to the pre project
elevations. Table ES -5 shows the results and comparisons of the 10- and 100 -year flows.
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc Page ES -3
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
CLEAR
TABLE ES -5
CREEK WATER SURFACE ELEVATION COMPARISONS
HEC SECNO
Description
Water Surface Elevation
10 -Year
100 -Year
Pre Proj
Post
Diff
Pre Proj
Prot
Diff
211277.7
Upstream of Cullen Blvd
50.49
50.48
-0.01
51.11
51.10
-0.01
212049.2
50.91
50.88
-0.03
51.53
51.52
-0.01
212735.5
51.14
51.10
-0.04
51.69
51.68
-0.01
213290.6
51.34
51.30
-0.04
51.90
51.89
-0.01
213801.7
51.54
51.50
-0.04
52.16
52.14
-0.02
214705.8
215408.2
51.81
51.77
51.81
-0.04
52.46
52.45
-0.01
51.85
-0.04
52.52
52.51
-0.01
216257.9
51.88
51.84
-0.04
52.57
52.56
-0.01
216969
51.92
51.88
-0.04
52.63
52.62
-0.01
217869.1
52.00
51.96
-0.04
52.75
52.74
-0.01
218474
52.17
52.13
-0.04
52.99
52.98
-0.01
219197.5
52.62
52.60
-0.02
53.43
53.43
0.00
219890.1
53.08
53.07
-0.01
53.94
53.94
0.00
220697.2
53.47
53.46
-0.01
54.33
54.33
0.00
221401.5
53.60
53.59
-0.01
54.47
54.47
0.00
222149.2
53.74
53.73
-0.01
54.65
54.65
0.00
222868.7
54.09
54.08
-0.01
55.26
55.26
0.00
223445.1
54.19
54.19
0.00
55.45
®
0.00
223455
SH 288
223668.1
54.21
54.21
0.00
55.58
55.58
0.00
224031.4
54.22
55.05
54.21
54.61
-0.01
-0.44
55.61
56.38
55.61
0.00
225035.7
56.05
-0.33
225542.2
55.16
54.71
-0.45
56.44
56.14
-0.30
226430.5
55.30
54.96
-0.34
56.50
56.33
-0.17
227358.8
55.55
55.46
-0.09
56.62
56.62
0.00
228044.5
55.70
55.56
-0.14
56.77
56.76
-0.01
228828.4
56.21
55.81
-0.40
57.33
57.13
-0.20
228950
Kirby Drive
56.36
56.00
-0.36
57.69
57.55
-0.14
229073.3
229428.1
56.45
56.11
-0.34
57.79
57.67
-0.12
230159.2
56.82
56.70
-0.12
58.01
57.92
-0.09
230878.1
56.99
56.90
-0.09
58.12
58.04
-0.08
231533.3
57.09
57.02
-0.07
58.21
58.13
-0.08
232232.1
57.20
57.15
-0.05
58.29
58.21
-0.08
232999.9
57.36
57.33
57.71
58.34
-0.03
-0.01
0.00
58.34
58.48
58.73
58.29
58.46
58.71
-0.05
-0.02
-0.02
233734.5
234420.7
57.72
D/S Almeda School Rd
58.34
The impact of the projected development of approximately 467 acres of land, including
floodplain reclamation will require detention to mitigate the increased runoff from development
and to compensate for floodplain storage and conveyance loss as a result of filling the
floodplain. A proposed regional detention system will detain the increased rainfall runoff from
the development and provide floodplain storage and conveyance mitigation to replace the
storage lost due to reclaiming the area in the floodplain. With the implementation of the
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc Page ES -4
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
detention system and the compensatory excavation discussed above, the proposed changes to
the Clear Creek Floodplain will be in accordance with National Flood Insurance Program (NFIP)
regulations and will not adversely impact the Clear Creek Watershed. The proposed project has
no impact to existing flood hazard conditions for storm events up to and including the 100 -year
event.
For development to occur orderly and economically, proper planning is essential. The drainage
analysis presented in this report shows that proposed development of the Lower Kirby Tract is
feasible from a drainage perspective. The proposed design will convey the rainfall runoff to the
outfall channels, which will not be adversely affected if the required detention is provided for the
development.
H:11607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc Page ES -5
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
1.0 INTRODUCTION
The Lower Kirby Regional Detention Facility (Lower Kirby) is part of the Lower Kirby Urban
Center in the City of Pearland. The Lower Kirby Urban Center consists of approximately 1,000
acres of mostly undeveloped land at the southwest quadrant of State Highway 288 (SH 288)
and Beltway 8.2 The Lower Kirby Regional Detention Service Area makes up approximately
467 acres of the Lower Kirby Urban Center as shown in the figure below.
1.1 Site Location and Description
The 467 acre Lower Kirby regional detention service area consists of the 128 acre Prudential
Tract and approximately 339 acres of mostly undeveloped or rural area in southern Harris
County, Texas, 12 miles south of downtown Houston as shown on Exhibit 1.1. The area is in
the City of Pearland City Limits and Harris County; bound by Beltway 8 to the north, SH 288 to
the east, Kirby Drive and Hooper Road to the west, and Clear Creek to the south.
Soils in the area are mostly Lake Charles clay or Bernard clay loam that is represented by Soil
Conservation Service (SCS) soil Group D. Low permeability and slow surface runoff potential
characterize these soils. Annual rainfall averages 45 inches with periods of intense rainfall
associated with tropical storms and localized thunderstorms occurring frequently throughout the
year. As part of the Gulf Coast plain, the land is characterized by extremely flat topography.
LiDAR information shows average natural ground elevations ranging from 54 feet to 58 feet
(NAVD 1988, 2001 adj) across the area. Ground cover in the tract consists of flat pasture land
with minimal natural channel conveyance for runoff.
1.2 Existing Drainage
Natural drainage is mainly in the form of sheet flow that travels southward toward Clear Creek.
An existing partially improved Texas Department of Transportation (TxDOT) ditch that bisects
the tract conveys runoff from the Beltway 8 Right of Way (ROW) south into Clear Creek. This
2 Lower Kirby Urban Center Master Plan and Implementation Strategy
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc
Page 1-1
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
ditch is planned to be improved for drainage of the future Lower Kirby development as well as
future improvements to SH 288. An existing pond south of Lower Kirby that was once used as a
borrow pit will also be improved to provide detention for the Lower Kirby Development.
The Kirby Drive corridor drains into the TxDOT ditch through a large man made drainage
channel. An existing Bass Pro Shops retail center, which is part of the 128 acre Prudential
Tract, drains into Clear Creek through a system of detention ponds, channels, and closed
conduit pipe before ultimately entering Clear Creek adjacent to SH 288. Exhibit 1.2 illustrates
the various existing drainage features within the Lower Kirby site.
Clear Creek forms the south boundary of the Lower Kirby development and is the only flooding
source within the facility. Clear Creek has a wide floodplain with shallow flooding along the
overbank reaches. The project area is located on the FEMA FIRM Panel Number 4820101010
L for Harris County, Texas dated June 18, 2007. The effective floodplain and floodway affecting
the Tract is shown in Exhibit 1.3.
The majority of Lower Kirby lies in the 100 -year Special Flood Hazard Area (SFHA). Effective
base flood elevations (BFE) range from approximately 56.0 feet (NAVD 1988, 2001 adj) at the
eastern boundary of the tract near SH 288 to approximately 57.3 feet (NAVD 1988, 2001 adj) at
the western boundary near Kirby Drive. Development of the tract will include filling the land to
an elevation above the 100 -Year BFE to reclaim the land for development. Fill will not be
placed in the FEMA Effective Regulatory Floodway. The volume of detention will be determined
for mitigating developed run-off, and floodplain fill, and conveyance mitigation.
1.3 Regulatory Jurisdictions
As previously noted, Lower Kirby is located in Harris County and the City of Pearland City
Limits. Both of these governmental entities have published drainage design criteria. The
HCFCD has jurisdiction over flood control in Harris County. However, the City of Pearland
Drainage Criteria will be considered where more conservative measures are required relative to
HCFCD Criteria. Harris County and the City of Pearland are participants in the National Flood
Insurance Program (NFIP) and as such are required to regulate new development to comply
with the minimum requirements of the NFIP, including coordination with adjoining jurisdictions.
1.4 Project Datum
The source models described in Section 2 are based on NAVD 88, 2001 adjustment, which is
the datum established for the Harris County Effective FIRMs. A benchmark data sheet available
on the HCFCD web site describes the Harris County Floodplain reference Mark No. 010195,
and lists an elevation of 57.39 feet (NAVD 1988, 2001 adjustment). Therefore, the following
elevations have been established for the Harris County Floodplain reference Mark No. 010195:
Elevation 59.23 (NGVD 1973)
Elevation 57.39 (NAVD 1988, 2001 Adj.)
Therefore, to convert NAVD 1988, 2001 adj. to NGVD 1973, add 1.84 feet.
All elevations referenced in this report are tied to the NAVD 1988, 2001 adjustment datum.
1.5 Previous Studies
1.5.1 Promenade Shops Development
Proposed development of The Promenade Shops Tract consisted of approximately 99.5 acres
of commercial and retail development and some small amenity ponds, with the remainder of the
tract consisting of detention and easements. A five -acre tract south of the main large detention
pond served primarily as additional compensatory floodplain excavation. The amenity ponds
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Page 1-2
also provided storage primarily for
floodplain fill mitigation.
The existing TxDOT ditch that flows
south from the Beltway 8 ROW to Clear
Creek was not affected by The
Promenade development. The existing
stock pond was improved and the
TxDOT ditch was disassociated from
The Promenade drainage system.
Runoff from the development is
conveyed through a closed conduit
system that drains from the detention
pond along the south boundary of the
tract to SH 288, then south along the
west ROW of SH 288 and outfall into
Clear Creek at a rate that is less than the
pre -developed runoff rate.
To date, the Promenade Shops is not
fully developed and the drainage system
was not constructed as designed according
Shops.
1.5.2 Promenade Regional Detention Analysis
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
to the master drainage plan for the Promenade
A regional detention study titled
"Mitigation Plan and Impact Analysis
for the Promenade Regional
Development" dated November
2005 was approved by HCFCD in
April 2007. The regional study
included 301 acres encompassed
by Beltway 8 to the north, SH 288 to
the east, Clear Creek to the south,
and an existing TxDOT ditch (A145-
00-00) to the west. 233 acres were
considered for development, which
is the entire 301 acre tract less the
area within the floodway. It also
included the 128 acre Promenade
Shops development. Results of the
analysis concluded that
approximately 367 acre-feet of
detention would be required for
mitigating impacts from developed
flows and floodplain storage loss.
The existing borrow pit would be improved to provide 203 acre feet of storage volume. The
remaining 164 acre feet of storage was provided by the Promenade Shops detention.
1.5.3 Water Lights Master Drainage Plan
The Waterlights development is an 85 acre tract located along Clear Creek just upstream of SH
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Page 1-3
288. Proposed improvements
included an existing borrow pit
located adjacent to the north bank
of Clear Creek to be excavated to
provide the required volume for
detention and compensatory
excavation. Seventeen acres of
the Water Lights development
encroached into the FEMA
Effective Regulatory Floodway.
The loss of conveyance was to be
mitigated by digging a canal
adjacent to the north bank of
Clear Creek. The canal, which is
part of the detention pond, will
provide conveyance when Clear
Creek reaches a specified
elevation and overflows into the
detention system.
The Water Lights detention pond
and canal will be hydraulically connected to Clear Creek to allow runoff to drain from the
development at a rate that is Tess than the existing conditions runoff. The natural ground that
lies between the north bank of Clear Creek and the south edge of the pond would serve as an
extreme event overflow weir during historical storm events.
Drainage Design and impact Analysis for
The Lower Kirby Regional Detention Facility
1.5.4 Letter of Map Revision — Fill for Goldknight Tracts
A letter of Map Revision based on
Fill (LOMR-F) was issued by FEMA
on June 23, 2009 (FEMA Case
number 09-06-1522A). The LOMR-
F removed approximately 91 acres
of land from the FEMA 100 -year
floodplain based on conversations
with the City of Pearland. A metes
and bounds description is included
with the Letter of Final
Determination that describes the
shape of the area removed. The
illustration to the left was provided
by the City of Pearland for use in
this study. Consideration was given
to this project when calculating the
floodplain storage lost due to filling
the natural ground. This area was
not included in the calculations.
1.6 Proposed Lower Kirby Regional Development and Detention Facility
In order to reclaim land from the effective 100 -year floodplain and accommodate a more urban
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Page 1-4
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
development, the City of Pearland is proposing a regional approach to detention for the 467
acre service area. This is a preferred alternative to individual developments providing onsite
detention. Proposed improvements that were analyzed in this study are based on the Lower
Kirby Master Development Plan illustrative framework exhibit. Land use based on this plan will
consist of primarily commercial and institutional development, with some green space and
detention areas. Exhibit 1.4 shows the proposed area of development that will be serviced by
the Lower Kirby Regional Detention Facility.
Four ponds are proposed that will provide the necessary detention for development and
floodplain mitigation. An existing borrow pit located adjacent to the north bank of Clear Creek
will be improved to provide the required storage volume for the proposed development.
Additionally, the TxDOT ditch providing drainage for Beltway 8 will be improved into three linear
lakes that will provide additional storage volume for the development. The four ponds will also
provide a surplus capacity for the future expansion of State Highway 288 (SH 288) as requested
by TxDOT. This analysis will show that existing condition water surface elevations in the
TxDOT outfall channel will not be increased.
Because the placement of fill to reclaim land from the floodplain will encroach up to the floodway
fringe, conveyance will be affected. The loss of conveyance will be mitigated by excavating two
channels parallel and adjacent to the north bank of Clear Creek. One channel will be located
west of the TxDOT ditch in the same location that a pond was proposed based on the Lower
Kirby Master Development Plan, and a second channel will consist of an existing pond that was
part of the original Water Lights development. These channels, which will not be hydraulically
connected to the proposed detention ponds, will provide compensating conveyance when Clear
Creek reaches a specified elevation and overflows into them.
The Lower Kirby detention ponds will be hydraulically connected to the TxDOT ditch close to its
outfall into Clear Creek. Reinforced concrete pipes (RCPs) will allow runoff to drain from the
467 acre development at a rate that is less than the pre project conditions runoff. The RCPs will
allow flow to travel in both directions into and out of the ponds as Clear Creek rises and falls.
This will allow the ponds to provide the floodplain storage that will be lost when the land is
reclaimed from the 100 -year SFHA.
The natural ground that lies between the north bank of Clear Creek and the south edge of the
regional pond will serve as an extreme
event overflow weir during historical
storm events. Therefore, this area will
need to be stabilized so that the
hydraulic characteristics do not change
in this area. This will be addressed in
more detail as development of the
Lower Kirby Regional Detention Facility
progresses.
The 128 acre Prudential Tract located
in the northeast Lower Kirby Regional
Service Area is currently only partially
developed. A Bass Pro Shops retail
center was constructed and onsite
detention was provided within the
property. To date, drainage for the
property is routed through an improved
stock pond, then through a closed
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Page 1-5
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
conduit storm drain along the southern edge of the property to SH 288, then south along the SH
288 ROW into Clear Creek. The pond adjacent and south of Bass Pro Shops was constructed
for floodplain mitigation purposes.
Numerous additional development plans for the Prudential Tract have been investigated but
were never implemented. There were plans for expanding the development with additional
retail, but these have also been put on hold.'
Since it is unknown what future development will occur within the Prudential Property, a
previous study investigated three development scenarios and proposed a regional detention
plan for each one. The development scenarios are based on future development of the
Prudential Tract and participation in the regional detention. The development scenarios are
summarized below:
• Scenario 1 — full participation of the Prudential Tract in the regional detention plan.
• Scenario 2 — partial participation of the Prudential Tract in the regional detention plan.
• Scenario 3 — no participation of the Prudential Tract in the regional detention plan.
This report focuses on Scenario 1. This development scenario assumes that the Prudential
Tract development will participate fully in the regional detention plan. In this case, the detention
pond adjacent to the Bass Pro Shops center will no longer be used as floodplain mitigation and
will have the option of being filled or to remain as an amenity feature. The improved stock
ponds that were originally used for runoff detention will be filled to reclaim additional land for
development as proposed in the Lower Kirby Urban Center Master Development Plan. The
necessary allotment of detention and mitigation for the 128 acre Prudential Tract will be
provided in the regional ponds.
H:11607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc Page 1-6
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Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
2.0 HYDROLOGIC ANALYSIS
The starting hydrology models used for this analysis were received from Harris County Hood
Control District (HCFCD) Map and Model Management (M3) System, which is a web interface
that allows users to request the most recent and final FEMA effective models and supporting
data.
2.1 Methodology
The hydrograph methodology used for the drainage analysis was developed in Harris County for
the design of major flood control facilities. The Watershed Modeling Method was used in lieu of
the Site Runoff Curves so that the analysis would correlate with existing hydrologic models for
Clear Creek. This is also the method used for the Flood Insurance Study (FIS) of the Clear
Creek watershed in Harris, Brazoria and Galveston Counties. According to current City of
Pearland Criteria, this is a Targe project (larger than 30 acres) with onsite detention in which a
downstream impact analysis is required.
HEC -HMS version 3.3.0 was used for the hydrology analyses presented in this study. This
program simulates the precipitation -runoff process and computes flood hydrographs at desired
locations within a watershed. The physical characteristics of the watershed are represented by
an interconnected system of geographic and hydrologic components described below.
2.1.1 Watershed Characteristics
The runoff processes of the HEC -HMS model used in this analysis are based on runoff
hydrographs developed using Clark's Unit Graph method. This method uses the time of
concentration (Tc) and storage coefficient (R) to develop the runoff hydrograph of the basin
resulting from the excess precipitation during a storm event. These two parameters were
calculated for each sub -watershed. The equations used to calculate Tc and R are shown below:
Tc= D [ 1- ( .0062 ) ( 0.3 DLU + 0.7 DCI )](LcA/,)''06
Tc +R=7.25(L/. )0.706 If DLU < 18%
or
Tc + R = 4295( DLU )41
678 ( DCC y0 967 (LJ )0.706 if DLU _>_ 18%
where
Tc = Clark's time of concentration
R = Clark's storage coefficient
L = length of the longest watercourse within the drainage area (miles)
LCA = length to centroid of drainage area (miles)
S = average slope along the area's longest watercourse (ft/mile)
DLU = percent urban development*
DCI = percent channel improvement*
DCC = percent channel conveyance*
D = 2.46 if So _< 20 feet per mile
D = 3.79 if 20 feet per mile < So s 40 feet per mile
D = 5.12 if So > 40 feet per mile
So = watershed slope (ft/mile)
* Value for DLU, DCI, and DCC is in whole numbers.
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Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
When ponding occurs in more than 20 percent of a sub -watershed, the R -value is adjusted to
account for the additional storage. The adjustment factor (RM) varies according to the design
storm and is based on the area of the ponding and the percentage of the watershed affected by
the ponding. The calculations for RM for the 10-, 50-, 100-, and 500 -year events are shown
below:
RMio = 1.28 P °.199
RM50=1.23P0.153
RM100 = 1.21 P 0.132
RM5oo=1.17P0.086
Where P = percent ponding
2.1.2 Precipitation Abstractions
Precipitation abstractions are the losses from precipitation that do not show up as runoff.
Abstractions include interception, evapotranspiration, surface detention, and infiltration. All
these factors except the amount of impervious cover, effecting infiltration, are dependent on soil
type, land use, vegetative cover, topography, time of year, temperature, etc. Impervious cover,
a measure of development, is the main parameter used to describe additional development in
the hydrologic model.
This analysis uses the Green & Ampt method for determining the amount of the precipitation
abstractions. Parameters for the Green & Ampt used in this analysis are listed below:
Initial Loss = 0.1 inches
Volume Moisture Deficit = 0.385
Wetting Front Suction = 12.45 inches
Conductivity = 0.024 in/hr
Impervious = varies %
Additional development in the watershed is analyzed by increasing the value of the impervious
cover parameter in the runoff model.
2.1.3 Hypothetical Storm Events
This analysis used a 10 -year and 100 -year frequency design storm. The rainfall duration -depth
relationship used in the HEC -HMS model is based on the National Weather Bureau publications
Technical Paper No. 40, and Technical Memorandum Hydro 35. This data references point
rainfall amounts for varying duration and frequency storms in Harris County, Texas.
2.1.4 Rainfall Distributions
The HEC -HMS version 3.3.0 allows the user to shift the peak of the storm from 50% of the
storm duration (center -peaking event similar to HEC -1) to 25%, 33%, 67%, or 75% of the storm
duration. According to Appendix A Section 2.3.2 of the BDD4 Rules, Regulations, and
Guidelines effective August 1, 2004 (City of Pearland Drainage Criteria), the 67% duration
peaking temporal rainfall distribution was used.
2.2 Detention Requirements
Since correlation with effective HEC -HMS and HEC -RAS models is necessary, the proposed
Lower Kirby development area was analyzed using the Watershed Modeling Method discussed
in Section 3.4.2 in the HCFCD Policy, Criteria and Procedure Manual dated December 2010.
Additionally, Section 6 of the City of Pearland Drainage Criteria Manual dated November 2004
states a minimum storage of 0.65 acre-feet per acre are required regardless of the chosen
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Drainage Design and Impact Analysis for
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methodology.
According to the effective FIRMs, 271 acres of developable area lie within the Clear Creek 100 -
year special flood hazard area. In order to reclaim the land from the 100 -year SFHA, fill will be
placed to an elevation above the 100 -year BFE. The minimum required detention volume is
exclusive of mitigation for fill in the floodplain. To calculate the volume of fill that will be placed
in the floodplain, the floodplain volume along the left overbank of Clear Creek was determined
from HEC -RAS for pre and post -project conditions, and the difference in floodplain volume was
calculated.
Discussions with TxDOT indicated that the partially improved channel that drains the South Sam
Houston Tollway may be utilized for conveyance and/or storage of runoff from future
improvements of State Highway 288. A rough estimate of the additional volume that could be
obtained by improving the channel to its ultimate configuration was calculated, resulting in an
additional 6 acre-feet that could be used for detaining for conveying runoff from SH 288 if
needed. This additional volume will be provided as a surplus in the Lower Kirby Regional
Detention.
Regional detention will be used to mitigate lost floodplain storage, increased runoff from
development, and provide approximately 6 acre-feet of surplus storage allocated to TxDOT for
future road improvement projects.
2.3 Base Conditions
The effective hydrology model of Clear Creek released on June 18, 2007 is the most recent
model of the Clear Creek Watershed (referred to as "base model") and was used as the starting
point for the analysis presented in this study. The Clear Creek Watershed used to define the
base conditions HEC -HMS analysis is shown on Exhibit 2.1. The Lower Kirby development is
located in the Clear Creek Sub -watershed A100f. The Tc&R parameters for the A100f Sub -area
are shown below in Table 2.1 and Table 2.2.
Sub-
area
A100f
DA
(sq mi)
3.36
TABLE 2.1
BASE CONDITION WATERSHED PARAMETERS
Length Lia Channel Overland Channel Land Urban
Slope Slope Conv.
(mi) (mi) (ft/mi) (ft/mi . _°M { )
2.77 0.95 2.80 6.00 10.00 17.40
Channel
Improv.
(%)
0.00
!riper.
(%)
15.5
TABLE 2.2
BASE CONDITION TC&R VALUES
Sub -area % Pondin• Tc
A100f 23.0 1.30
R
9.04
R' (10 yr)
21.59
R' (100 yr)
16.54
*R' calculated based on the ponding adjustment.
The flows used in this analysis in the HEC -RAS model for the base conditions model are shown
below in Table 2.3. Supporting documentation and results for the Base Condition HEC -HMS
model can be found on the CD included with this report.
TABLE 2.3
BASE CONDITION PEAK FLOWS
HMS
Node
RAS
SECNO
Description
10yr
Peak Q
50yr
Peak Q
100yr
Peak Q
500yr
Peak Q
2385J
239967.4
414
821
1077
1925
2228J
231533.3
1122
1902
2382
3951
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Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
TABLE 2.3
BASE CONDITION PEAK FLOWS
HMS
Node
RAS
SECNO
Description
10yr
Peak Q
1138
50yr
Peak Q
100yr
Peak Q
500yr
Peak Q
3951
2199J
222868.7
1902
2382
2143J
214705.8
1880
3105
3826
6201
1999J
197996.2
2203
3438
4244
7002
1660J
179278.5
Hickory Slough
2982
2982
4553
4553
5376
5376
7991
7991
1601J
165983.9
1271J
129631
A120-00-00
4361
6766
7901
10572
1222J
123196.7
A119-00-00
6999
10803
12497
17621
1052J
106343.5
Mary's Creek
9343
14080
16162
22566
092'%J
93497.69
Cowart Creek
11980
18188
20934
20187
0771J
77642.36
Chigger Creek
13201
19868
22891
30896
0702J
72765.55
Magnolia Creek
13562
20517
23659
31516
0601J
61501.83
13563
20518
23660
31516
0556J
55615.42
14037
21289
24535
32653
0366J
36556.81
A107-00-00
14051
21317
24557
32752
0301J
30794.12
14229
21633
24879
33496
0184J
20859.46
Armand Bayou
20938
35377
42013
64503
0140J
16112.37
A104-00-00
22481
38995
47042
72745
2.4 Revised Base Model
A Corrected Effective hydrologic model (referred to as "Revised Base model") was created to
incorporate current existing features and updates that the effective model did not include.
Updates to the effective model include the following:
• Revised storage routing relationship
• Added Kirby Drive bridge and associated fill
2.4.1 Storage Routing
The hydrologic and hydraulic models obtained from the HCFCD M3 website were reviewed, and
the resulting HEC -HMS flows did not match the flows that were used in HEC -RAS. Discussions
with HCFCD revealed that the resulting flows from the base condition HMS model do not reflect
updated storage routing from the effective HEC -RAS geometry. Therefore, a revised base
HEC -HMS model was created in order to achieve consistent flows between the hydrology and
hydraulic models.
A storage -routing spreadsheet for the entire reach of Clear Creek, received from HCFCD, was
used to establish storage routing parameters based on the existing geometry of Clear Creek
and the flows from the base conditions HEC -HMS. A multi profile HEC -RAS model was created
using the base conditions HEC -HMS flows and the same flow ratios that were shown in the
spreadsheet from HCFCD, and storage routing parameters were established from the HEC -
RAS multi profile model to use in the Revised Base conditions HEC -HMS model. Several
iterations were run until the models were balanced to within less than one percent of each other.
2.4.2 Kirby Drive Bridge
The effective HEC -RAS model did not include the recently constructed Kirby Drive bridge over
Clear Creek. Therefore, the bridge was modeled in a revised base HEC -RAS model discussed
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Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
in more detail in Section 3. The bridge and associated fill in the embankments and overbanks
were included in the multi profile HEC -RAS model for determining the storage routing
relationship as discussed above.
The resulting flows produced by the Revised Base conditions HEC -HMS model are shown
below and compared to the base condition flows in Table 2.4 below. The results of the Revised
Base HEC -HMS model can be found on the CD included with this report.
TABLE 2.4
REVISED BASE PEAK FLOW COMPARISONS
HEC -HMS
Node
HEC -RAS
SECNO
Description
10% Peak
(cfs)
Flow
Base
1% Peak
(cfs)
Base
Flow
Rev
Base
Base
Base
10%
vs Rev.
1%
Base
2385J
239967.4
414
479
1077
1090
65
13
2228J
231533.3
1122
1117
2382
2614
-6
232
2199J
222868.7
1138
1117
2382
2614
-21
232
2143J
214705.8
1880
1864
3826
3826
-16
0
1999J
197996.2
2203
2203
4244
4256
1
12
1660J
179278.5
Hickory
2982
2896
5376
5429
-86
53
1601J
165983.9
2982
2896
5376
5429
-86
53
1271J
129631
A120-00-00
4361
4333
7901
7666
-29
-235
1222J
123196.7
A119-00-00
6999
7711
12497
13299
712
802
1052J
106343.5
Mary's
9343
10064
16162
17024
720
863
0927J
93497.69
Cowart
11980
12885
20934
22163
905
1229
0771J
77642.36
Chigger
13201
14372
22891
24462
1171
1571
0702J
72765.55
Magnolia
13562
14748
23659
25230
1186
1571
0601J
61501.83
13563
14750
23660
25232
1187
1572
0556J
55615.42
14037
15326
24535
26201
1289
1667
0366J
36556.81
A107-00-00
14051
15350
24557
26229
1299
1672
0301J
30794.12
14229
15569
24879
26580
1340
1701
0184J
20859.46
Armand
20938
17117
42013
39145
-3820
-2868
0140J
16112.37
A104-00-00
22481
17704
47042
42989
-4777
-4053
2.5 Pre Project Model
The pre project HEC -RAS model was created to isolate all revisions to the base conditions
model in order to determine impacts associated only with the Lower Kirby Development. The
following revisions were made to the Revised Base Model to create the Pre Project HMS model:
• Subdivided the A100F sub -watershed into A100F1 through A100F5
• Adjusted the Tc&R values to reflect existing conditions for each sub -watershed.
• Subdivided the 2199R routing reach into 2220R and 2199R
• Updated the runoff characteristics from Beltway 8 and offsite area north
2.5.1 Subdivided A100F
The A100F Subwatershed contains three channels that outfall into Clear Creek. These
channels are under the jurisdiction of TxDOT and convey storm water runoff from Beltway 8 to
Clear Creek. A100F was subdivided in order to establish drainage areas for each individual
channel (A100F2, A100F3, and A100F4). Two more areas were also delineated; one area
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Drainage Design and Impact Analysis for
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(A100F5) south of Clear Creek makes up the portion of the original A100F Subwatershed south
of Clear Creek, and an area north of Beltway 8 (A100F1) reflects offsite flow coming across the
ROW into the TxDOT channel east of Kirby Drive.
Data used to delineate the drainage areas included LiDAR topography, aerial photography, field
reconnaissance, available construction plans, and reports. The size or shape of A100F did not
change with the subdivided areas. Exhibit 2.2 illustrates the pre project drainage areas.
2.5.2 Subdivided Routing Reach 2199R
A new junction (2220J) was added to the pre project HMS model to reflect the outfall from the
regional detention facility. This is the same outfall as the TxDOT Ditch east of Kirby Drive. To
add the new junction, the routing reach 2199R was subdivided into 2220R and 2199R, and
Junction 2220J was added between the two reaches. Storage routing relationships were
calculated the same way as the revised base conditions.
2.5.3 Runoff from Beltway 8
In January 2011, a drainage impact study for the Sam Houston Tollway South Widening was
created by Brown & Gay Engineers (BGE). A segment of the tollway ROW plus approximately
134 acres north of the tollway drain to the TxDOT ditch, called Channel S-2 according to the
BGE report. The Study used EPA SWMM to analyze the proposed design and its effects on
Channel S-2. The EPA SWMM model was used to determine the effectiveness of a proposed
detention basin for mitigation measures.
The SWMM model results produced a runoff hydrograph for Channel S-2 (TxDOT Ditch) that
was used in the pre project conditions HEC -HMS model for the Lower Kirby analysis. The
runoff hydrograph was entered into the pre project HEC -HMS model using a source node to
represent runoff from the offsite area north of Beltway 8 plus a portion of the proposed Beltway
8 improvements. This area is designated A100F1 in this study. The January 2011 BGE study
can be found on the CD included with this report.
Section 3.4, Page 48, of the BGE study showed a 100 -year WSEL of 56.9' (NAVD 88, 2001 adj)
in Channel S-2 at the south ROW boundary of Beltway 8. The analysis presented in this report
will show that the peak water surface elevations in the improved channel will not exceed those
shown in the BGE study.
2.5.4 Tc&R Values
New Tc&R parameters were established for the subdivided drainage areas discussed above.
The parameters were determined based on existing conditions using available aerial
photographs. Ponding areas and areas affected by detention was interpolated from the original
A100F parameters. The Tc&R parameters established for each drainage area are shown below
in Table 2.5 and Table 2.6.
Sub- DA
area (sq mi)
A100F1 0.269
A100F2 0.238
A100F3 0.778
A100F4 0.773
A100F5 1.300
TABLE 2.5
PRE PROJECT CONDITION TC&R PARAMETERS
Channel Overland Channel Land Urban. Channel
Length Lia Slope Slope Conv. o Improv.
(mi) (mi) (mi) (ftlmi) (%) (/o) (%)
This sub area input to HMS as a source node (see section 2.4.3)
1.54 1.05 3.90 6.00 10.00 20.00 0.00
0.95 0.57 4.30 6.00 10.00 10.00 0.00
1.41 0.85 5.70 6.00 10.00 85.00 0.00
1.21 0.95 2.80 6.00 10.00 75.00 0.00
Imper.
(%)
15.5
22
55
65
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Drainage Design and Impact Analysis for
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TABLE 2.6
PRE PROJECT CONDITION TC&R
Sub -area
% Ponding
Tc
R R' (10 yr)
R' (100 yr)
A100F1
This sub area input to HMS as a source node Csee
section 2.4.3)
4.87
4.87
A100F2
5
1.21
4.87
A100F3
34
0.61
3.56
9.20
6.87
7.83
A100F4
22
0.69
4.31
10.20
A100F5
35
1.16
4.61
11.96
8.91
The Tc&R values in Table 2.6 were entered into a pre project HEC -HMS model. The pre project
model will be compared to the post project results to show differences in flows attributed directly
to development of the Lower Kirby without any other influences such as sub -divided drainage
areas or revised Tc&R parameters. The resulting flows are shown below in Table 2.7 and
compared to the revised base flows. The pre project condition HEC -HMS model can be found
on the CD included with this report.
TABLE 2.7
PRE PROJECT PEAK FLOW COMPARISONS
HEC -HMS
Node
HEC -RAS
SECNO
Description
10% Peak Flow
(cfs)
1% Peak Flow
(cfs)
Rev. Base vs
Pre Project
Rev.
Base
Pre
Project
Rev.
Base
Pre
Project
10%
1%
2385J
239967.4
479
484
1090
1099
5
9
2228J
231533.3
1117
1148
2614
2662
31
48
2199J
222868.7
1117
1148
2614
2662
31
48
2143J
214705.8
1864
1934
3826
3922
70
96
1999J
197996.2
2203
2240
4256
4359
37
102
1660J
179278.5
Hickory
2896
2910
5429
5443
14
15
1601J
165983.9
2896
2910
5429
5443
14
15
1271J
129631
A120-00-00
4333
4340
7666
7679
8
13
1222J
123196.7
A119-00-00
7711
7718
13299
13312
7
13
1052J
106343.5
Mary's
10064
10071
17024
17037
7
13
0927J
93497.69
Cowart
12885
12892
22163
22176
7
13
0771J
77642.36
Chigger
14372
14379
24462
24474
7
12
0702J
72765.55
Magnolia
14748
14755
25230
25242
7
12
0601J
61501.83
14750
14757
25232
25244
7
12
0556J
55615.42
15326
15332
26201
26212
6
11
0366J
36556.81
A107-00-00
15350
15356
26229
26239
7
11
0301J
30794.12
15569
15576
26580
26591
6
11
0184J
0140J
20859.46
Armand
17117
17123
39145
42989
39144
6
-1
16112.37
A104-00-00
17704
17705
42985
1
-4
2.6 Post Project Hydrology - Lower Kirby Detention Facility
In the analysis, the amount and rate of surface runoff entering the detention facility directly
affects the stages in the ponds as does any additional flow transfer between adjacent lakes.
The amount of available storage in the Take also affects the stages. Stages in a particular
segment of an outfall channel is affected by the amount of runoff entering the channel segment,
the upstream inflow amount and rate, the available storage in the channel and downstream
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Drainage Design and Impact Analysis for
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stages.
Flow rates, stages and available storage all change at every time step in the simulation.
Surface runoff rates from the HEC -HMS flow hydrographs are continually changing. These
changes cause stage variations throughout the system. Flow rates through the culverts and
channel segments are, in turn, affected by the stages.
The only way to analyze the drainage system is to solve the entire drainage network
simultaneously at each time step in the simulation. Inflows, outflows and changes in storage
(and stage) must be calculated and updated on a continual basis. The hydraulic analysis of The
Lower Kirby drainage system used Streamline Technologies, Inc. "Advanced Interconnected
Channel and Pond Routing" (ICPR) Ver. 3.02. However, the post project runoff hydrographs
that are routed through detention must be computed.
In ICPR, all inflows are assigned to nodes (point loading). This means that the rainfall runoff is
assigned to specific nodes for routing through the proposed detention system. Since
hydrographs can be entered directly into ICPR, developed undetained hydrographs generated
by HEC -HMS were imported into ICPR. Each drainage area represents a node in ICPR that is
assigned an inflow hydrograph. The drainage areas are typically delineated based on the
contributing area to each lake. For the Lower Kirby Development, four lakes are proposed. In
addition, runoff from the area north of Beltway 8, the Kirby Drive corridor, and the Promenade
Tract will be routed through the proposed detention system. Therefore, seven nodes are
proposed in ICPR that will have inflow hydrographs assigned to them.
As discussed in Section 2, A100F was subdivided into A100F1 through A100F5. Sub -area
Al 00F3 represents the drainage area for the TxDOT ditch that will be used for the outfall from
the Lower Kirby Regional facility. For the internal analysis of Lower Kirby, the pre project sub-
areas were modified as follows:
• 128 acres reflecting the Prudential Tract were added to A100F3
• 172 acres reflecting the offsite area north of Beltway 8 were added to A100F3
• Sub -Area A100F3 was further subdivided into A100F3A through A100F3F
In summary, A100F3 gained 300 acres, A100F1 was eliminated, and A100F4 lost 122 acres.
Exhibit 2.3 illustrates the internal drainage areas used to generate the inflow hydrographs in
ICPR.
Table 2.8 and Table 2.9 list the Tc&R parameters and values for the internal drainage areas.
TABLE 2.8
LOWER KIRBY REGIONAL INTERNAL TC&R PARAMETERS
Sub area
DA
Length
Lce
Channel
Slope
Overland
Slope
Channel
Conv.
Land
Urban.
Channel
Improv.
Imper.
(node)
(sq mi)
(mi)
(mi)
(ft/mi)
(ft/mi)
(%)
(%)
(%)
(%)
A100F1
0.269
ICPR inflow
hydrograph imported
from South Sam Houston
Tollway reporter
BGE
A100F3A
0.153
0.40
0.23
2.46
6.00
100
100.00
100
85
A100F3B
0.118
0.36
0.19
2.46
6.00
100
100.00
100
85
A100F3C
0.165
0.39
0.21
2.46
6.00
100
100.00
100
85
A100F3D
0.151
0.64
0.44
2.46
6.00
10
0.00
0
46
A100F3E
0.191
0.72
0.33
2.46
6.00
100
100.00
100
61
A100F3F
0.190
0.57
0.28
2.80
6.00
100
100.00
100
85
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc
Page 2-8
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
TABLE 2.9
LOWER KIRBY REGIONAL INTERNAL TC&R
VALUES
L R' (10 yr)
Tollwayreport
0.72
Sub -area
(node)
Ponding
Tc
R
from South Sam Houston
0.72
R' (100 yr)
by BGE
0.72
A100F1
ICPR inflow hydrograph
0
imported
0.12
A100F3A
A100F3B
0
0.10 0.68
0.68
0.68
A100F3C
0
0.11 0.71
0.71
0.71
A100F3D
46
0.64
8.80
6.44
A100F3E
0
0.19
1.23
1.23
A100F3F
0
0.14 0.89
0.89
0.89
The Tc&R values for each of the sub -areas were input into a HEC -HMS model to generate
inflow hydrographs for each ICPR node. The developed hydrographs were routed through the
proposed Lower Kirby Regional detention facility using ICPR as discussed in Section 3 of this
report. The resulting outfall hydrographs from ICPR were then entered into a post project HEC -
HMS model of Clear Creek as source nodes to determine the impact of the proposed facilities
by comparing the peak flows to the pre project model results.
2.7 Post Project Hydrology - Clear Creek
The pre project HEC -HMS model was modified to include the proposed Lower Kirby Regional
development. The following changes were made to the pre project conditions hydrology to
create the post project hydrology:
• Sub -Areas A100F1 and A100F3 combined as Sub -Area A100F3.
• 122 acres added to Sub -Area Al 00F3 from Sub -Area Al 00F4 (Prudential Tract).
• A100F3 was changed to a source node in HMS.
• Storage routing was re-evaluated based on proposed fill.
Table 2.10 and Table 2.11 list the post project Tc&R parameters for the developed Lower Kirby
Regional Tract.
TABLE 2.10
POST PROJECT CONDITION TC&R PARAMETERS
Channel Overland Channel Land Channel
DA Length Lca Imper.
Sub -area Slope Slope Conv. Urban. Improv. o
(sq mi) (mi) (mi) (ft/mi) (Wm!) (%) (%) (%1 (%)
A100F2 0.238 1.54 1.05 3.90 6.00 10 20 0 15.5
A100F3 1.237 Hvdrooraph from ICPR Results mported directly into HMS as a source node
A100F4 0.583 1.41 0.85 5.70 6.00 10 85 1 0 55
A100F5 1.300 1.21 0.95 2.80 6.00 10 75 1 0 65
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Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
TABLE 2.11
POST PROJECT CONDITION TC&R VALUES
Sub -area
°A) Ponding
Tc
R
R' (10 r
R' (100 yr)
A100F2
5
1.21
4.87
4.87
4.87
A100F3
Hydrograph from
ICPR Results imported
directly into HMS as a source node
A100F4
22
0.69
4.31
10.20
7.83
A100F5
35
1.16
4.61
11.96
8.91
The runoff hydrograph generated for "Al00F3" will be combined directly with computation node
2220J in the post project HEC -HMS. This hydrograph reflects the resulting flows from the
regional pond after being routed through the proposed detention ponds using the Advanced
Interconnected Channel and Pond Routing (ICPR) program es discussed in Section 3 of this
report.
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013 doc Page 2-10
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Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
3.0 HYDRAULIC ANALYSIS
In accordance with HCFCD Policy, Criteria, and Procedure Manual and City of Pearland Storm
Drainage Design Criteria detention facilities will be provided to mitigate developed runoff from
the Lower Kirby Regional Development. The proposed drainage and detention system consists
of four interconnected ponds that outfall into Clear Creek through a controlled outfall structure.
Analysis of the proposed drainage and detention system needs to generate the following two
results:
• The proposed flow into Clear Creek to insure the existing peak flows and water
surface elevations are not increased.
• The 10- arid 100 -year water surface elevations in the proposed lakes to determine
the amount of available storage for floodplain and development mitigation.
3.1 Lower Kirby Regional Detention Facility
The hydraulic analysis of The Lower Kirby drainage system used Streamline Technologies, Inc.
"Advanced Interconnected Channel and Pond Routing" (ICPR) Ver. 3.02. This program is
accepted by FEMA for use with flood insurance studies. The ICPR program dynamically routes
storm water through open channels and/or closed conduits and can simulate a variety of
complex conveyance systems, including looped systems. ICPR uses conservation of mass and
the momentum equation to simulate unsteady hydraulic behavior. This means that bi-directional
flow can be modeled and the tailwater elevation at an outfall is considered in the calculations. In
its pond routing routine, HEC -HMS cannot consider the effects of tailwater. Therefore, ICPR
provides a more "real world" model.
ICPR uses a link -* node concept to represent real-world systems. This concept requires that
the drainage system be simplified into a network of nodes, or junctions, and links, or reaches. A
node is a discrete location in the drainage system where conservation of mass or continuity is
maintained. Nodes are placed upstream and downstream of any structure (e.g., weirs, culverts,
drop structures). In the ICPR model, a node is place at each point where a stage calculation is
needed. Runoff hydrographs are assigned to nodes. A100F1, and A100F3A through A100F3F
are specified as nodes. Additional nodes such as manholes have been added at the upstream
and downstream ends of culverts or channel reaches to properly model these connections and
to specify other points of inflow.
Links are connections between nodes and are used to transfer or convey water through the
system. The entire system of nodes and links forms the nodal network and serves as the
computation framework for ICPR.
3.1.1 Detention Facility Modeling
In ICPR, ponds are modeled as level pools. This implies that the water surface within the
storage area is flat, and rises or falls uniformly across the surface. A single node was used to
model each pond in the Lower Kirby Development using a stage -area relationship to describe
the water holding capacity. The stage -area relationship was derived from the Lower Kirby
Urban Center Master Development Plan and based on an assumed lake cross section with 4:1
sides to obtain the surface area of the lake at corresponding elevations.
3.1.2 Stage -Area Nodes
Node locations used to model The Lower Kirby Development are shown on an ICPR Schematic
in Exhibit 3.1. ICPR allows eight node types: stage -area, time -stage, stage -volume and four
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc
Page 3-1
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
node types to simulate manholes each type representing a different floor type and ghost nodes
that are used to include information regarding a specific location is the drainage system without
including the node in the model for computation purposes. Stage -area nodes were used to
represent the detention facilities.
3.1.3 Boundary Nodes
Every drainage system must have boundaries, or limits. While the upstream boundaries of a
system typically do not require special consideration, downstream boundaries are important.
Downstream boundaries usually occur at locations where stage elevations as a function of time
are known (time -stage nodes). Since the Lower Kirby Facility will not contain flap gates or other
means to prevent backflows into the system, the boundary condition used in the ICPR model
will vary with respect to time as Clear Creek rises then falls over the course of the rainfall event,
allowing flows to enter and exit the lake system.
The time -stage data at the outfall point was obtained using the storage -discharge model of
Clear Creek from the base conditions HEC -RAS. Multiple profile HEC -RAS run generated a
rating curve that was added to the routing in the HEC -HMS model to determine the water
surface elevation versus time relationship at the proposed outfall location on Clear Creek. The
time -stage relationship was entered into ICPR for the boundary condition at the outfall location.
Figure 3.1 below shows a graphical plot of the stage hydrograph boundary condition in ICPR.
56.00
56 OC
54 00
52 00
O
O
N
W
00
2
N 46 00
46 00
44 00
42 CO
I -10 -Year Event 1
50 -Year Event
--100-Year Event
.-500-Year Event
0.00
20 00
40 00 60 00
e0 00 100.00
Time (hrs)
120.00
140.00 160.00
150 ,00
Figure 3.1
3.1.4 Pipes
In The Lower Kirby Development, closed conduit pipes connect the ponds and outfalls. In ICPR
link flow direction can be set to both, positive only, or no flow. "Both" is the normal setting and
allows flow reversals to occur. The pipe Manning's roughness coefficient was 0.013 for pre -cast
reinforced concrete pipe (RCP). Friction loss was calculated using the average conveyance
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc Page 3-2
TABLE 3.2
PRE PROJECT CONDITION WATER
SURFACE ELEVATIONS
--------..-.---
HEC SECNO
Description
Water Surface Elevation
10 -year
100 -year
230159.2
56.82
58.01
230878.1
56.99
58.12
231533.3
57.09
58.21
232232.1
57.20
58.29
232999.9
57.36
58.34
233734.5
57.72
58.48
234420.7
DIS Almeda School Rd
58.34
58.73
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
3.2.4 Post Project HEC -RAS
The primary function of a watercourse and its associated floodplain is the collection, storage
and transmission of storm water runoff. A floodplain can be described as nature's prescribed
and natural easement along a watercourse. When fill is placed in the floodplain, not only is flow
area (conveyance) lost, but the water that is dynamically stored in slow moving streams and
floodplains is lost. Reducing conveyance of a watercourse will usually result in increased water
surface elevations. Reducing or eliminating this natural storage in a drainage system can
increase downstream flow. Neither result is acceptable. Therefore, the impacts of the proposed
Lower Kirby development will be mitigated.
Figure 3.2 illustrates a proposed cross section in Clear Creek through The Lower Kirby
Development.
P',
0
65
Pro.osed Fill
A100-00.00 Plan 1 j Pre Pro) 2) Post
50
4
Existing Ground
40 0
2000
Proposed
Channel
4000
Legend
WS 1PCT_100yr - Pre Proj
Ws 1PCT_100yr-Pest
r— Post
- Pest
Ground - Post
heft , Post
•
Bank Sta - Post
- Pre Proj
Pre Proj
Ground - Pre Proj
J
Inett - Pre Proj
Bank Sta.- Pre Proj
6000 0000 10000 12000 14000 16000
Statron (5)
9260 53, 65 04
Figure 3.2
The figure shows the proposed cut and fill (pink line) relative to the natural ground (black line)
and base flood elevation (blue line). The area shaded by the green hatching is the ineffective
flow area. This is the area where the flow is naturally stored and moved along the overbanks at
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Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
very slow velocities; typically less than one foot per second. The filled area that is not shaded
reflects the effective flow area where flow is being moved along the channel at a higher velocity;
typically 3 to 6 feet per second. If the ineffective or effective flow area is reduced, increases to
flows and water surface elevations can result. Neither is acceptable.
Approximately 280 acres of the effective Clear Creek floodplain will be filled to reclaim the land
for development of the Lower Kirby Tract. The lost floodplain storage (ineffective flow area) will
be mitigated with compensatory excavation in the four lakes. The lakes will be hydraulically
connected to Clear Creek and will be allowed to fill and drain as Clear Creek rises and recedes,
providing the floodplain storage that was lost due to fill.
The loss of conveyance will be mitigated by excavating two channels parallel and adjacent to
the north bank of Clear Creek. One channel will be located west of the TxDOT ditch in the
same location that a pond was proposed based on the Lower Kirby Master Development Plan,
and a second channel will consist of an existing pond that was part of the original Water Lights
development. These channels, which will not be hydraulically connected to the proposed
detention ponds, will provide compensating conveyance when Clear Creek reaches a specified
elevation and overflows into them.
Increased rainfall runoff from the proposed development will be detained. Outflow from the
ponds will be controlled as it is released into Clear Creek, such that the release rate is equal to,
or less than the existing runoff rate.
Changes to the pre project HEC -RAS model include:
• Fill the left overbanks of Clear Creek above the 100 -year BFE in cross section 223668
through 228828 to reclaim the land from the 100 -year floodplain.
• Excavate conveyance mitigation channel in cross sections 228044, and 225542 through
224031
• Re-evaluate the storage routing reflecting proposed fill and excavation
• Revise the flows to reflect flows from the post project HEC -HMS model
A summary of the post project 10- and 100 -year water surface elevations in the vicinity of the
project area for each scenario areahovjn Below. The CD included with this report contains the
full HEC -RAS model results for the f , 6-, 100-, and 500 -year storm events. Table 3.4 gives
the 10- and 100 -year water surface elevations in Clear Creek for the Post Project condition.
TABLE 3.3
POST PROJECT CONDITION WATER SURFACE ELEVATIONS
HEC SECNO
Description
Water Surface Elevation
10 -year
100 -year
211277.7
Upstream of Cullen Blvd
50.48
51.10
212049.2
50.88
51.52
212735.5
51.10
51.68
213290.6
51.30
51.89
213801.7
51.50
52.14
214705.8
51.77
52.45
215408.2
51.81
52.51
216257.9
51.84
52.56
216969
51.88
52.62
217869.1
51.96
52.74
218474
52.13
52.98
H:11607-1102 Spectrum Regiona110ocs\Spectrum Regional Detention April 2013.doc
Page 3-6
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc
Page 3-7
TABLE 3.3
PROJECT CONDITION WATER SURFACE ELEVATIONS
POST
Description
Water Surface Elevation
HEC SECNO
10 -year
100 year
52.60
53.43
219190.5_
53.07
53.94
219890.153.46
54.33
220697.22
53.59
54.47
221401.5
53.73
54.65
222149.2
222868.754.19
54.08
55.26
223445.11
55.45
223455
SH 288
54.21
55.58
223068.1
54.21
55.61
224031.4
54.61
56.05
225035.7
225542.2
54.71
56.14
226430.555.46
54.96
56.33
227358.8
56.62
228044.5
55.56
56.76
55.81
57.13
228828.4
228950
Kirby Drive
229073.3
56.00
57.55
229428.1
56.11
57.67
230159.2
56.70
57.92
230878.1
56.90
58.04
58.13
57.02
231533.3
57.15
58.21
232232.1
232999.9
57.33
58.29
57.71
58.46
233734.5
234420.7
D/S Almeda School Rd
58.34
58.71
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc
Page 3-7
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PORN 3 1
LOWER KIRBY REGIONAL DETENTION FACILITY
MITIGATION PLAN AND IMPACT ANALYSIS
:CPR SCHEMATIC
LJA Engineering, Inc.
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
4.0 RESULTS AND CONCLUSIONS
4.1 Hydrology Results
The HEC -HMS results indicate that the peak 100 -year undetained flow from the Lower Kirby
Development is approximately 2,331 cfs, but is limited to approximately 715 cfs according to the
pre project HEC -HMS model. The proposed detention system for The Lower Kirby
Development produces a peak 100 -year flow of 477 cfs from the detention facility, which is less
than the maximum allowable rate. The 10 -year HEC -HMS results conclude that the peak
discharge from the detention facility does not exceed the allowable peak flow as well. Table 4.1
summarizes the peak discharges for The Lower Kirby Development.
TABLE 4.1
LOWER KIRBY REGIONAL PEAK FLOW COMPARISONS
Storm Event
Allowable 0
(cfs)
Un -detained Q`
(cfs)
Detained Q
(cfs)
10 -yr
366
1,494
204
100 -yr
715
2,331
477
'Pre Project HEC -HMS
2Post Project HEC HMS Internal
31CPR
To incorporate the proposed Lower Kirby Development into the Clear Creek Watershed, post
project flows were routed through detention using ICPR using a variable tailwater boundary
condition. The results from ICPR produced a hydrograph for the outfall into Clear Creek. The
{CPR hydrograph was entered directly into the post project HEC -HMS model of Clear Creek at
computation node 2220J. Results of the post project HEC -HMS model at selected points along
Clear Creek are compared to the pre project HEC -HMS results in Table 4.2 below.
CLEAR CREEK PEAK
TABLE 4.2
FLOW COMPARISONS
1% Peak
(cfs)
Pre
Project
1099
Flow
Post
Project
1099
Pre Project
Post
10%
0
HEC -HMS
Node
HEC -RAS
SECNO
Description
10% Peak
(cfs)
Pre
Project
484
Flow
Post
Project
484
vs
Project
1%
0
2385J
239967.4
2228J
231533.3
1148
1148
2662
2662
0
0
2199J
222868.7
1148
1148
2662
2662
0
0
i 2143J
214705.8
1934
1884
3922
3849
-50
-73
1999J
197996.2
2240
2223
4359
4292
-17
-66
1660J
179278.5
Hickory
2910
2905
5443
5433
-5
-11
1601J
165983.9
2910
2905
5443
5433
-5
-11
1271J
129631
A120-00-00
4340
4339
7679
7675
-2
-4
1222J
123196.7
A119-00-00
7718
7717
13312
13308
-1
-4
1052J
106343.5
Mary's
10071
10070
17037
17034
-1
-4
0927J
93497.69
Cowart
12892
12891
22176
22172
-1
-4
0771J
77642.36
Chigger
14379
14377
24474
24471
-1
-4
0702J
72765.55
Magnolia
14755
14753
25242
25239
-1
-4
0601J
61501.83
14757
14756
25244
25241
-1
-4
0556J
0366J
55615.42
15332
15331
26212
26209
-1
-3
36556.81
A107-00-00
15356
15355
26239
26237
-1
-3
0301J
30794.12
15576
15574
26591
26588
-1
-3
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc
Page 4-1
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
TABLE 4.2
CLEAR CREEK PEAK FLOW COMPARISONS
HEC -HMS
Node
HEC -RAS
SECNO
Description
10% Peak Flow
(cfs)
1% Peak
(cfs)
Flow
Post
Project
39144
Pre Project vs
Post Project
158
462
Armand
Pre
Project
17123
Post
Project
17122
Pre
Project
39144
10%
-1
1
0
0
0184J
20859.46
0140J
16112.37
A104-00-00
17705
17705
42985
42985
0
4.2 Mitigation Results
Approximately 304 acre-feet of storage is required to detain the developed flows from the Lower
Kirby Development, this volume produces a detention rate of 0.65 acre -ft per acre, which is the
minimum allowable detention volume for the City of Pearland.
The proposed Lower Kirby Development is located along the left (north) overbank of Clear
Creek between SH 288 and Kirby Drive. The floodplain volume in the left overbank of Clear
Creek was calculated in HEC -RAS for existing and proposed conditions, and the difference in
volume is the volume of displacement from the proposed 280 acres that will be filled to reclaim
land from the Clear Creek SFHA. The resulting volume of floodplain storage displaced below
the 100 -year BFE is 158 acre-feet.
The total volume of detention for the development of the 467 acre Lower Kirby Tract is 462 ac -ft.
Table 4.5 summarizes the results of the required detention volumes for the Lower Kirby
Development.
TABLE 4.3
REQUIRED STORAGE VOLUME SUMMARY
Service Area
Development
(ac-ftL
Floodplain Storage
(ac -ft)
Total
(ac -ft
(ac)
467
304
158
462
ICPR results included the maximum water surface elevations and corresponding surface area in
each of the modeled detention facilities. Using this data, the available storage volume can be
calculated. These results are shown in Table 4.6.
TABLE 4.4
AVAILABLE STORAGE VOLUME
Lake ID
Normal Pool
Elevation
(ft)
44.68
Min. Lake
Area (acres)Area
0.50
Max. Lake
(acres)
4.40
Max WSEL1
(ft)
56.49
Min' ,
WSEL
(ft)
44.68
Depth
(ft)
11.82
Average
Area (ac)
2.45
Volume
(ac -ft)
28.96
A100F3A
A100F3B
44.22
0.65
6.02
56.49
44.22
12.28
3.34
40.95
A100F3C
44.10
4.50
12.02
56.49
44.10
12.40
8.26
102.42
A100F3D
44.00
27.55
31.74
54.00
44.00
10.00
29.65
296.45
Total Detention Storage Provided=
468.79
NAVD 1988, 2001 adj.
The total storage available in the proposed ponds will provide adequate volume necessary for
the total required detention if built as recommended in this report. A surplus storage volume of
6.8 acre-feet is also available, which can be utilized by TxDOT for future SH 288 improvements,
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc
Page 4-2
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
or any other roadway improvement in this vicinity should TxDOT require the additional storage.
Additionally, the peak water surface elevation in the regional system will not exceed 56.9', which
is the peak elevation discussed in the BGE drainage study for Beltway 8 outfall channel S-2.
As discussed in Section 3; the culverts used to connect the individual ponds were sized to
minimize head loss across the structure and therefore maximize the storage capacity in the
upstream ponds. This configuration allows the interconnected ponds to act as essentially one
storage reservoir, therefore allowing flexibility in the individual pond size and capacity; as long
as the total required storage volume is provided below the prescribed water surface elevation,
the system should function as designed.
Approximately 6 ac -ft of storage volume in the system has been allocated to TxDOT should it be
needed for future improvements to SH 288. Based on the regional detention design, this
volume can be disbursed into any of the four ponds. It is recommended, however, that changes
to the pond sizes be analyzed to verify the effectiveness of the regional detention system.
4.3 Hydraulic Results
The flows produced by the post project HEC -HMS model were entered into a post project HEC -
RAS model and the resulting water surface elevations were compared to the pre project
elevations as shown in Table 4.7.
TABLE 4.5
CLEAR CREEK WATER SURFACE ELEVATION COMPARISONS
HEC SECNO
Description
Water Surface Elevation
10 -Year
100 -Year
Pre Proj
P°st
Diff
Pre Proj
Post
Diff
211277.7
Upstream of Cullen Blvd
50.49
50.91
50.48
50.88
-0.01
-0.03
51.13
51.54
51.08
51.50
-0.05
-0.04
212049.2
212735.5
51.14
51.11
-0.03
51.70
51.66
-0.04
213290.6
51.34
51.30
-0.04
51.91
51.87
-0.04
213801.7
51.54
51.50
-0.04
52.17
52.13
-0.04
214705.8
51.81
51.78
-0.03
52.46
52.44
-0.02
215408.2
51.85
51.82
-0.03
52.53
52.50
-0.03
216257.9
51.88
51.85
-0.03
52.57
52.55
-0.02
216969
51.92
51.88
-0.04
52.63
52.61
-0.02
217869.1
52.00
51.97
-0.03
52.75
52.73
-0.02
218474
52.17
52.14
-0.03
52.99
52.98
-0.01
219197.5
52.62
52.60
-0.02
53.44
53.43
-0.01
219890.1
53.08
53.07
-0.01
53.94
53.94
0.00
220697.2
_ 53.47
53.60
53.46
-0.01
54.33
54.33
0.00
221401.5
53.59
-0.01
54.47
54.47
0.00
222149.2
53.74
53.73
-0.01
54.65
54.65
0.00
222868.7
54.09
54.08
-0.01
55.26
55.26
0.00
223445.1
54.19
54.19
0.00
55.45
55.45
0.00
223455
SH 288
223668.1
54.21
54.21
0.00
-0.01
55.58
55.58
0.00
224031.4
54.22
54.21
55.62
55.62
0.00
225035.7
55.05
54.61
-0.44
56.38
56.05
-0.33
225542.2
55.16
54.71
-0.45
56.44
56.14
-0.30
226430.5
55.30
54.96
-0.34
56.50
56.33
-0.17
227358.8
55.55
55.46
-0.09
56.64
56.64
0.00
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc
Page 4-3
Drainage Design and Impact Analysis for
The Lower Kirby Regional Detention Facility
TABLE 4.5
CLEAR CREEK WATER SURFACE ELEVATION COMPARISONS
HEC SECNO
Description
Water Surface Elevation
10 -Year
100 -Year
Pre Proj
55.70
Post
Proj
55.56
Diff
-0.14
Pre Proj
56.77
Post
Proj
56.76
Diff
-0.01
228044.5
228828.4
56.21
55.81
-0.40
57.33
57.13
-0.20
228950
Kirby Drive
229073.3
56.36
56.00
-0.36
57.69
57.58
-0.11
229428.1
56.45
56.11
-0.34
57.79
57.73
-0.06
230159.2
56.82
56.67
-0.15
58.01
57.99
-0.02
230878.1
56.99
56.89
-0.10
58.12
58.11
-0.01
231533.3
57.09
57.01
-0.08
58.21
58.20
-0.01
232232.1
57.20
57.15
-0.05
58.29
58.27
-0.02
232999.9
57.36
57.32
-0.04
58.34
58.33
-0.01
233734.5
57.72
57.71
-0.01
58.48
58.47
-0.01
234420.7
DIS Almeda School Rd
58.34
58.34
0.00
58.73
58.72
-0.01
Digital copies of all the models used in this analysis are contained on a CD in Appendix A.
4.4 Conclusions
The impact of the projected development of approximately 467 acres of land, including
floodplain reclamation will require detention to mitigate the increased runoff from development
and to compensate for floodplain storage and conveyance Toss as a result of filling the
floodplain. A proposed regional detention system will detain the increased rainfall runoff from
the development and provide floodplain storage and conveyance mitigation to replace the
storage lost due to reclaiming the area in the floodplain. With the implementation of the
detention system and the compensatory excavation discussed above, the proposed changes to
the Clear Creek Floodplain will be in accordance with National Flood Insurance Program (NFIP)
regulations and will not adversely impact the Clear Creek Watershed. The proposed project has
no impact to existing flood hazard conditions for storm events up to and including the 100 -year
event.
For development to occur orderly and economically, proper planning is essential. The drainage
analysis presented in this report shows that the proposed development of the 467 acre tract is
feasible from a drainage perspective. The proposed design will convey the rainfall runoff to the
outfall channels, which will not be adversely affected if the required detention is provided for the
development.
H:\1607-1102 Spectrum Regional\Docs\Spectrum Regional Detention April 2013.doc Page 4-4
Appendix 8
Agreement Exhibits
• LKPMD Financing Agreement Map
• LKPMD/PMMD No. 1 City of Pearland Drainage Plan Review Fee
• LKPMD/PMMD No. 1 Financing Agreement Projects — Summary of Costs
• LKPMD/PMMD No. 1 Improvement Shares Exhibit
• LKPMD Construction Cost Estimate
• PMMD No. 1 Construction Cost Estimate
• LKPMD Boundary Map
• LKPMD Proposed Improvements Map
4411
GRAMMAFLRD
mriec JOSUE 11111111.11.
1
LOWER KIRBY PEARLAND
MUNICIPAL MANAGEMENT DISTRICT
FINANCING AGREEMENT MAP
FEEinfi AnY `21.1
1 Inch 1,000 loot
CAIE• UAW:Pi
LOWER KJRBY PEARLAND MG
- MOO DRAJNAGE IMPROVEMENTS
ROW
L
t..
- - _
E A SEGMENT F INSIIIMP SEGMENT K
ENT B ammo SEGMENT 0 SEGMENT L
6.411.1.1111.':' ENT C SEGMENT H ammei SEGMENT M
•
'Ailimi'sSEGMENT D -SEGMENT mr§goSEGMENT N -
I EGMENT agalow SEGMENT 10.11110 SEGMENT 0
SEGMENTP
LOWER KIRBY PEARLAND MANAGEMENT DISTRICT
PEARLAND MUNICIPAL MANAGEMENT DISTRICT NO. 1
CITY OF PEARLAND DRAINAGE PLAN REVIEW FEE
CITY OF PEARLAND PLAN REVIEW FEE COST
Projects 10 acres or Tess $ 1,000
Projects greater than 10 acres and up to 20 acres $ 2,000
Projects greater than 20 acres $ 3,000
LJA Engineering, Inc. W:\Land\2209\00001Agreements\Lower Kirby MDP COP Review Fee.xlsx
LJA Engineering, Inc.
LOWER KIRBY PEARLAND MANAGEMENT DISTRICT
PEARLAND MUNICIPAL MANAGEMENT DISTRICT NO. 1
FINANCING AGREEMENT PROJECTS
SUMMARY OF COSTS
FEBRUARY 6, 2014
ITEMS COSTS
Drainage System $ 5,064,844
Water System $ 622,656
Sanitary Sewer System $ 885,938
Detention Ponds $ 13,395,313
Water, Sewer, Drainage Total $ 19,968,750
Streets $ 5,851,563
Electric $ 5,596,875
Traffic Items $ 2,457,813
Streetscape and Sidewalks $ 4,212,500
Street Total $ 18,118,750
Contingencies (10%) $ 3,808,750
Engineering and Testing (18%) $ 6,855,750
TOTAL $ 48,752,000
W:1Land12209100001Agreements\Lower Kirby LFA Costs 2-6-14.xisx
CcaN nrs ma. s0 tem
we mo
Per
TOM
Nm'
"Ms...vows ows PmT'nI nema..asa.r m 1.1.1.111
IWINO n ca mo Arm a bs ImR.xa IP i.14,10i.14,10a ya
./1C1 veraciNIM. a Tr a..
GYN Sox.
R111 Paa.ay'aNs -Paw °swims m+o
tPu. RTROWUCS'S
IMPROVEMENTS
RMOMEMEN-S
PROs ';ED DETENtwl.
LOWER KIRBY REGIONAL DETENTION FACILITY
MITIGATION PLAN ANO IMPACT ANALYSIS
IMaROvEESENT SMARES
WA Engineering, Inc. 114
Regional Detention Facility Construction Cost Estimate
Lower Kirby Pearland Uanaoement District
'Item
Description
Quantity
Unit
Unit Cost
Percent of
District Cost
% Break Up
ROW Acquisition
32
AC
64.000
72%
$ 1,480,704.00
ROW Already Acquired (39 ac) '
1
LS
$ 1,890,307
72%
$ 1,366,691.96
Mobilization (5%)
1
LS
$ 413,010
72%
$ 298,606.09
Structural Excavation and Placement
769887
CY
$ 8.00
72%
$ 4.453.026.41
CONC BOX CULV (10FTX8FT)
Future Riley Road Box Crossing
154
LF
450
72%
$ 50,103.90
CONC BOX CULV (10FTX1OFT)
Future Spectrum Road Box Crossing
300
LF
550
72%
$ 119,295.00
CONC BOX CULV (12FTX8FT)
Connection from Prudential Tract
2400
LF
450
0%
$ -
CONC BOX CULV (8FTX8FT)
Box to replace existing Kirby ditch
2442
LF
400
100%
$ 976,800
CONC BOX CULV (8FTX8FT) (West)
Box to capture 100 -YR on W side of Kirby
2000
LF
400
100%
$ 800,000
RC PIPE (CL !H) (72 !N)
Outfall from South Basin to Clear Creek
300
LF
300
72%
$ 65,070.00
Continency (20%)
1
LS
$ 1,652,039
72%
$ 1.194,424.34
Engineering (12%;
1
LS
$ 991,224
72%
$ 716.654,60
Total Construction Cost
$ 11,521,376.30
Service Area Volume
334
AC -FT i
Cost per Service AC -FT
$ 34,495
4rea and cost Cased on acfual cost information provided by C ty of ear an
2/5/2014
Regional Detention Facility Construction Cost Estimate
D
' t' t 1
c�l,ct is nc
reanana wur c,pai raiaudy„
Quantity
Unit
Unit Cost
Percent of
District Cost
% Break Up
Item
Description
ROW Acquisition
32
AC
64.000
28%
$ 567.296.00
ROW Already Acquired (39 ac) '
1
LS
1,890,307
28%
$ 523,615.04
Mobilization (5%)
1 LS
$ 378.170
28%
$ 104,753
Structural Excavation and Placement
769887 CY
$ 8.00
28%
$ 1,706,070
CONC BOX CULV (10FTX8FT)
Future Riley Road Box Crossing
154 LF
450
28%
5 19,196
CONC BOX CULV (10FTX10FT)
Future Spectrum Road Box Crossing
300 LF
550
28%
$ 45,705
CONC BOX CULV (12FTX8FT)
Connection from Prudential Tract
2400 LF
450
100%
$ 1.080.000
CONC BOX CULV (8FTX8FT)
Box to replace existing Kirby ditch
2442 LF
400
0%
5 -
CONC BOX CULV (8FTX8FT) (West)
Box to capture 100 -YR on W side of Kirby
2000 LF
400
0%
$ -
RC PIPE (CL Ili) (72 IN)
Outfall from South Basin to Clear Creek
300 LF
300
26%
$ 24,930.00
Contingency (20%)
1 LS
$ 1,512,679
28%
5 419,012
Engineering (12%)
1 LS
$ 907,608
28%1 $ 251.407
Total Construction Cost
$ 4,741,984
I
Service Area Volume
128
AC -FT I
Cost per Service AC -FT
$ 37,047
Area and cost based on actual cost information provided by City of Pearland
2/5/2014
LOWER KIRBY PEARLAND
MUNICIPAL MANAGEMENT DISTRICT
BOUNDARY MAP
FEBRUARY, 2014
PEARLAND MUNICIPAL MGMT DIST 1
O LOWER KIRBY PEARLAND MGMT DIST
PHASE BOUNDARY
inch = 700 feet
AERIAL TIOTOGRAPM DAIS: MAREN 2012
1.203
Nan
rNs note pelnon nacifswy a Yv.vaN Pe
informal oo:. V Nem.
Niontied to rwtlgr
c y ,,araxeiviio N Pr arta
co Pt:conprr, dace e.,e n zlla
LEGEND
L—�
ICPR Lo,
CFR NDOE
PROPOSED L'5tENTrON
LOWER KIRBY REGIONAL DETENTION FACILRY
MRIOATION PLAN ANO IMPACT ANALYSIS
PROPOSED IMPROVEMENTS
WA Engineering, Inc. LA
Resolution No. R2014-024
Exhibit "B"
LJA Engineering, Inc.
LOWER KIRBY PEARLAND MANAGEMENT DISTRICT
PEARLAND MUNICIPAL MANAGEMENT DISTRICT NO. 1
FINANCING AGREEMENT PROJECTS
SUMMARY OF COSTS
FEBRUARY 6, 2014
ITEMS COSTS
Drainage System $ 5,064,844
Water System $ 622,656
Sanitary Sewer System $ 885,938
Detention Ponds $ 13,395,313
Water, Sewer, Drainage Total $ 19,968,750
Streets $ 5,851,563
Electric $ 5,596,875
Traffic Items $ 2,457,813
Streetscape and Sidewalks $ 4,212,500
Street Total $ 18,118,750
Contingencies (10%) $ 3,808,750
Engineering and Testing (18%) $ 6,855,750
TOTAL $ 48,752,000
Exhibit A
W:\Land\2209\0000\Agreements\Lower Kirby LFA Costs 2-6-14.xlsx