HomeMy WebLinkAbout032078 RES - 03/31/2020 Resolution authorizing a 12-month extension of a Wastewater Trunk Main Line
Construction and Reimbursement Agreement for installation of a Wastewater Trunk
Main Line and Lift Station with Braselton Custom Homes LTD for a planned
residential development called London Towne located on CR-33
WHEREAS, a Wastewater Trunk Main Line Construction and Reimbursement Agreement
expires on April 30, 2020.
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF CORPUS CHRISTI, TEXAS:
SECTION 1. The City Manager or designee is authorized to execute a 12 month extension of
the Wastewater Trunk Main Line Construction and Reimbursement Agreement for
$4,266,283.53 expiring on April 16,2020 with Braselton Custom Homes LTD.
032078 SCANNED
PASSED AND APPROVED on the ..745+ day of 1`1\C th , 2020:
Joe McComb
Roland Barrera14Y--
Rudy Garza 4-11Q
Paulette M. Guajardo .
Gil Hernandez
Michael Hunter
Ben Molina Q
Everett Roy
C
Greg Smith
ATTEST: CITY OF CORPUS CHRISTI
Re ecca Huerta o- McComb
City Secretary a or
Page 1 of 1
032078
AMENDMENT OF WASTEWATER TRUNK MAIN LINE CONSTRUCTION AND
REIMBURSEMENT AGREEMENT
This is an amendment to the Wastewater Trunk Main Line Construction and Reimbursement Agreement,
attached hereto as Exhibit A and made a part hereof, originally dated May 8 ,2018, by and between: Braselton
Custom Homes, LTD and the City of Corpus Christi.
NOW, THEREFORE, in consideration of the mutual covenants herein, the Parties agree to amend Wastewater
Trunk Main Line Extension Construction and Reimbursement Agreement, Section 5 and Exhibit 3 as follows:
5. DEVELOPER AWARD CONTRACT FOR IMPROVEMENTS
Developer shall award a contract and complete the Wastewater Extension, under the approved plans
and specifications, by April 30, 2021.
Exhibit 3. An update to the plans for the 18-inch gravity main and lift station access road have been
provided and an update to the quantities of material required of the installation of the 18-inch gravity
main line and lift station access road have been provided.
All other terms and conditions of the original agreement remain effective end in full force.
EXECUTED IN ONE ORIGINAL and made effective this_da f , 2020.
CITY OF CORPUS CHRISTI BRA, ON CUS,i2 ' • ' , , TD
1#
A,
Al Raymond III Bar':raselton,
Director of Development Services President
APPROVED AS TO FORM:
Buck Brice (date)
Assistant City Attorney
for the City Attorney .►�� SUZANNEHaNEA
t'�^ Notary IO C30560604
716 My Commission Expires
?ori. February 29,2024
STATE OF TEXASp §
COUNTY OF t v L ceS §
Alf1 /
fiThis instrument was acknowledged before me on day of i , 2020, by
Bart Braselton, President, Braselton Custom omes,�LTD, A Texas • • ration, on behalf of
Braselton Custom Homes, LTD.
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Wastewater Trunk Main Line Extension Construction and
Reimbursement Agreement amendment to Exhibit 3. Additional
quantities added to origional agreement.
E. MISCELLANEOUS ITEMS
6 1"Water Service to Lift Station CO#2 55 LF
7 3/4 Inch Hose Bib CO#2 1 EA
8 Pump Storage CO#2 12 MO
9 Re-Mobilize CO#2 1 LS
F. LONDON TOWNE UNIT 1 SANITARY SEWER
1 18" PVC SDR 26 (24'to 26' Cut) 498 LF
2 18" PVC SDR 26 (22'to 24' Cut) 885 LF
3 18" PVC SDR 26 (20' to 22' Cut) 386 LF
4 OSHA Trench Protection 1,769 LF
5 Embedment 1,769 LF
6 De-Watering 1,769 LF
7 5' Diameter Drop Manhole (20'to 22' Deep) 1 EA
8 5' Diameter Drop Manhole (22' to 24' Deep) 3 EA
9 5' Diameter Manhole (24' to 26' Deep) 1 EA
10 18" Sewer Cap 1 EA
11 Tie to Ex. 18" SDR-26 stub-out 1 EA
Doc40 2018021586
WASTEWATER TRUNK MAIN LINE EXTENSION CONSTRUCTION
AND REIMBURSEMENT AGREEMENT
STATE OF TEXAS §
§
COUNTY OF NUECES §
This Wastewater Collection Line Extension Construction and Reimbursement Agreement
("Agreement") is entered into between the City of Corpus Christi ("City"), a Texas home-rule
municipality, and Braselton Custom Homes, Ltd. ("Developer"), a Texas Limited Partnership.
WHEREAS, the Developer, in lieu of submitting a plat, has submitted a Land plan which
is to be platted and developed in the future, to wit: 118 Acres existing outside the City Limits, as
shown in the attached Exhibit 1, the content of such exhibit being incorporated by reference
into this Agreement.
WHEREAS, under the UDC, the Developer is responsible for construction of the
wastewater collection line extension ("Wastewater Extension");
WHEREAS, under the UDC, the Developer is eligible for reimbursement of the
Developer's costs for the construction of Wastewater Extension;
WHEREAS, it is to the best interest of the City that the Wastewater Extension be
constructed to its ultimate capacity under the City's applicable Master Plan;
WHEREAS, Section 8.5.2.E.2 of the UDC authorizes the acceptance of applications to
be eligible for reimbursement in the future when funds become fully available in the Wastewater
Trunk System Trust Fund and are appropriated by the City Council; and
WHEREAS, the Developer has submitted an application for reimbursement of the costs
from the Wastewater Trunk System Trust Fund for installing the Wastewater Extension, as
shown in Exhibit 2, the content of such exhibit being incorporated by reference into this
Agreement.
NOW, THEREFORE, in consideration of the mutual promises and covenants contained
in this Agreement, the parties do covenant and agree as follows:
1. REQUIRED CONSTRUCTION. Developer shall construct the Wastewater Extension in
compliance with the City's UDC and under the plans and specifications approved by the City's
Development Services Engineer.
2. PLANS AND SPECIFICATIONS.
a. Developer shall contract with a professional engineer, acceptable to the City's
Development Services Engineer, to prepare plans and specifications for the
Wastewater Extension, as shown in the design memorandum Exhibit 3, the content
of such exhibit being incorporated by reference into this Agreement, with the
following basic design:
1. Install 8896 linear feet 16-inch PVC force main; (2-6 feet deep)
Page 1 of 8
2. Install 1351 linear feet 18" PVC gravity sewer 30 feet deep;
3. Install five (5) 5-foot diameter manholes (28-30 feet depth);
4. Install one (1) 8-foot diameter wet well (30 feet depth);
5. Install lift station pump assembly
6. Install diesel stand by generator
7. Install approximately 1384' of 16" directional bore;
8. Install approximately 10,188 feet of OSHA trench protection
9. Dewatering;
10. Connect to existing waste water treatment plant and;
11. Traffic control;
b. The Wastewater Plan indicates a lift station to be located on City property near Oso
Creek to take advantage of the natural ground slope and help with extending gravity
collection system to the service area boundaries. Exhibit 4
c. The plans and specifications must comply with the City's Wastewater Standards Detail
Sheets and Standard Specifications.
d. Before the Developer starts construction, the plans and specifications must be
approved by the City's Development Services Engineer.
e. The wastewater extension plans and specifications must be submitted for review by
the City within 45 days of approval of this Agreement by the City Council.
3. SITE IMPROVEMENTS. Prior to the start of construction of the Wastewater Extension,
Developer shall acquire and dedicate to the City the required additional public utility easements
(Easements"), if any, necessary for the completion of the Wastewater Extension. Where
portions of the proposed Wastewater Extension reside on City land, easements necessary for
the Wastewater Extension will be granted by the City upon agreement of the metes and bounds.
4. PLATTING REQUIRED. Within 45 days of execution of this agreement, Developer shall
submit a master preliminary plat application for future consideration by the Corpus Christi
Planning Commission for the area in the Land plan attached in Exhibit 1.
5. DEVELOPER TO AWARD CONTRACT FOR IMPROVEMENTS. Developer shall award a
contract and complete the Wastewater Extension, under the approved plans and specifications,
within 18 months from the date of the approval of the Wastewater extension plans by the City.
6. TIME IS OF THE ESSENCE. Time is of the essence in the performance of this contract.
7. PROMPT AND GOOD FAITH ACTIONS. The parties shall act promptly and in good faith in
performing their duties and obligations under this Agreement. If this Agreement calls for review
Page 2 of 8
or inspections by the City, then the City's reviews or inspections must be completed thoroughly
and promptly per published timelines.
8. DEFAULT. The following events shall constitute default:
a. Developer fails to engage a professional engineer for the preparation of plans and
specifications by the 10th calendar day after the date of approval of this Agreement by
the City Council.
b. Developer's professional engineer fails to submit the plans and specifications to the
City's Director of Engineering Services and to the Development Services Engineer by
the 45th calendar day after the date of approval of this Agreement by the City Council.
c. Developer fails to award a contract for the construction of the Wastewater Extension,
according to the approved plans and specifications, within 9 months after the date of
approval of this Agreement by the City Council.
d. Developer's contractor does not reasonably pursue construction of the Wastewater
Extension under the approved plans and specifications.
e. Developer's contractor fails to complete construction of the Wastewater Extension,
under the approved plans and specifications, within the later of 18 months from the date
of City Council approval of this agreement or 18 months from the approval of wastewater
extension plans by the City.
f. Either the City or the Developer otherwise fails to comply with its duties or obligations
under this Agreement.
9. NOTICE AND CURE OF DEFAULT.
a. In the event of a default by either party under this Agreement, the non-defaulting
party shall deliver notice of the default, in writing, to the defaulting party stating, in
sufficient detail, the nature of the default and the requirements to cure such default.
b. After delivery of the default notice, the defaulting party has 15 business days from the
delivery of the default notice ("Cure Period")to cure the default.
c. In the event the default is not cured by the defaulting party within the Cure Period,
then the non-defaulting party may pursue its remedies in this section.
d. Should the Developer fail to perform any obligation or duty of this Agreement, the City
shall give notice to the Developer, at the address stated in section 11,•of the need to
perform the obligation or duty and, should the Developer fail to perform the required
obligation or duty within 15 business days of receipt of the notice, the City may perform
the obligation or duty, charging the cost of such performance to the Developer by
reducing the reimbursement amount due to the Developer.
e. In the event of an uncured default by the Developer, after the appropriate notice and
Cure Period, the City has all its common law remedies and the City may:
Page 3 of 8
1. Terminate this Agreement after the required notice and opportunity to cure the
default;
2. Refuse to record a related plat or issue any certificate of occupancy for any
structure to be served by the project; and/or
3. Perform any obligation or duty of the Developer under this Agreement and
charge the cost of such performance to the Developer. The Developer shall pay
to the City the reasonable and necessary cost of the performance within 30 days
from the date the Developer receives notice of the cost of performance. In the
event the Developer pays the City under the preceding sentence and is not
otherwise in default under this Agreement, then the Agreement shall be
considered in effect and no longer in default.
f. In the event of an uncured default by the City after the appropriate notice and Cure
Period, the Developer has all its remedies at law or in equity for such default.
10. FORCE MAJEURE.
a. The term "force majeure" as employed in this Agreement means and refers to acts of
God; strikes, lockouts, or other industrial disturbances; acts of public enemies;
insurrections; riots; epidemics; landslides; lightning; earthquakes; fires; hurricanes;
storms; floods; washouts; droughts; arrests; civiI disturbances; explosions; or other
causes not reasonably within the control of the party claiming the inability.
b. If, by reason of force majeure, either party is rendered wholly or partially unable to
carry out its obligations under this Agreement, then the party claiming force majeure
shall give written notice of the full particulars of the force majeure to the other party
within ten (10) business days after the occurrence or waive the right to claim it as a
justifiable reason for delay. The obligations of the party giving the required notice, to the
extent affected by the force majeure, are suspended during the continuance of the
inability claimed but for no longer period, and the party shall endeavor to remove or
overcome such inability with all reasonable dispatch.
11. NOTICES.
a. Any notice or other communication required or permitted to be given under this
Agreement must be given to the other party in writing at the following address:
1. If to the Developer:
• Braselton Custom Homes •
5537 Yorktown
Corpus Christi, Texas 78413
2. If to the City:
City of Corpus Christi
Attn: Director, Development Services Department
2406 Leopard Street 78401
P. O. Box 9277
Page 4 of 8
Corpus Christi, Texas 78469-9277
with a copy to:
City of Corpus Christi
Attn: Assistant City Manager, Business Support Services
1201 Leopard Street 78401
P. O. Box 9277
Corpus Christi, Texas 78469-9277
b. Notice must be made by United States Postal Service, First Class mail, certified,
return receipt requested, postage prepaid; by a commercial delivery service that
provides proof of delivery, delivery prepaid; or by personal delivery.
c. Either party may change the address for notices by giving notice of the change under
the provisions of this section.
12. THIRD PARTY BENEFICIARY. Developer's contracts with the professional engineer for
the preparation of the plans and specifications for the construction of the Wastewater Extension,
contracts for testing services, and contracts with the contractor for the construction of the
Wastewater Extension must provide that the City is a third party beneficiary of each contract.
13. PERFORMANCE AND PAYMENT BONDS. Developer shall, before beginning the work
that is the subject of this Agreement, execute a performance bond if the contract is in excess of
$100,000 and a payment bond if the contract is in excess of$25,000. The performance and
payment bonds must comply with Texas Government Code, Chapter 2253.
14. WARRANTY. Developer shall fully warranty the workmanship of and function of the
Wastewater Extension and the construction of the Wastewater Extension for a period of one
year from and after the date of acceptance of the facilities by the City's Director of Engineering
Services and Development Services Engineer.
15. PLATTING FEES. Upon platting, the actual wastewater system lot/acreage fees will be
credited in accordance with Corpus Christi Texas Unified Development Code §8.5.
16. REIMBURSEMENT.
a. Subject to the conditions for reimbursement from the Wastewater Trunk System Trust
Fund, availability of funds, and the appropriation of funds, the City will reimburse the
developer the reasonable actual cost of the Wastewater Extension in an amount not to
exceed$4,266,283.53 less the wastewater system lot/acreage fees for phase 1 of the
master preliminary plat required by this agreement. Reasonable actual costs are
attached in Exhibit 5; the contents of such exhibit being incorporated by reference into
this Agreement.
b. The City agrees to reimburse the Developer on a monthly basis upon invoicing for
work performed. The reimbursement will be made no later than 30 days from the date of
the invoice. Developer shall submit all required performance bonds and proof of
required insurance under the provisions of this Agreement.
Page 5 of 8
c. The final 10% of the reimbursement will be held in retention until such time the City
accepts dedication of the Wastewater Extension.
d. To be eligible for reimbursement, the work must be completed in a good and
workmanlike manner and must have been inspected and accepted by the City. The City
agrees to conduct periodic inspections and approve the progress of the work at key
points during construction.
e. In the event that this Agreement is terminated by the City as a result of an uncured
default by the Developer and at a time when there has been a partial completion and/or
partial payment for the improvements, then the City shall only reimburse the Developer
for its costs that were legitimately incurred towards the completion of the improvements
that have been inspected and accepted by the City up to the time that the uncured
default occurred.
16. INDEMNIFICATION.
DEVELOPER/OWNER SHALL FULLY INDEMNIFY, SAVE, AND HOLD
HARMLESS THE CITY OF CORPUS CHRISTI, ITS OFFICERS,
OFFICIALS, EMPLOYEES, AND AGENTS ("INDEMNITEES") FROM
AND AGAINST ALL SUITS, CLAIMS, DEMANDS, ACTIONS, LOSSES,
COSTS, EXPENSES, LIABILITY, DAMAGES AND JUDGMENTS
RECOVERED FROM OR ASSERTED AGAINST CITY FOR ANY AND
ALL PROPERTY DAMAGE OR INJURIES SUSTAINED BY ANY
PERSON, INCLUDING WITHOUT LIMITATION, WORKERS'
COMPENSATION, PERSONAL INJURY OR DEATH, ARISING FROM
OR INCIDENT TO, BE CAUSED BY, OR BE IN ANY WAY CONNECTED
WITH THE CONSTRUCTION OF THE WASTEWATER EXTENSION.
17. DEVELOPMENT OF LAND. This Agreement is to encourage the development of the land
within the boundaries of the London Area Master Wastewater Plan, including initially a section
of that portion of Tract II as described in Correction Warranty Deed having DOC#2015011169
containing approximately 118 acres and incorporated herein as EXHIBIT 6
18. ASSIGNMENT OF AGREEMENT. This Agreement or any rights under this Agreement may
not be assigned by the Developer to another without the written approval and consent of the
City's City Manager.
19. DISCLOSURE OF INTEREST. Developer agrees, in compliance with the City Ordinance
No. 17110, to complete, as part of this Agreement, the Disclosure'of Interest form attached to
this Agreement as Exhibit 7.
20. EFFECTIVE DATE. This Agreement becomes effective and is binding upon and inures to
the benefit of the City and the Developer and their respective heirs, successors, and assigns
from and after the date of final execution by all parties.
21. AUTHORITY. The person signing this Agreement on behalf of each of the parties
represents, warrants, and guarantees that they have authority to act on behalf of the party and
make this Agreement binding and enforceable by their signature.
Page 6 of 8
22. TRUSTEE LIABILITY. The City is executing this agreement as trustee of the Wastewater
Trunk System Trust Fund pursuant to Corpus Christi Texas Unified Development Code §8.5. It
constitutes a promise to pay only to the extent that the assets and future assets of the trust are
sufficient for such purpose and it is expressly agreed that any judgment will only be satisfied out
of the assets of the trust and not out of the City's assets. The City is excluded from personal
liability.
23. PAYMENTS, CREDITS AND DEFERRED REIMBURSEMENT. All payments, credits,
priority of reimbursement, and deferred reimbursement shall be made in accordance with
Corpus Christi Texas Unified Development Code §8.5.
24. DEDICATION OF WASTEWATER EXTENSION. Upon completion of the construction,
dedication of Wastewater Extension will be subject to City inspection and approval.
25. VERIFICATION REGARDING ISRAEL. In accordance with Chapter 2270, Texas
Government Code, the City may not enter into a contract with a company for goods or services
unless the contract contains a written verification from the company that it: (1)does not boycott
Israel; and (2)will not boycott Israel during the term of the contract. The signatory executing
this Agreement on behalf of the Developer verifies that the company does not boycott Israel and
will not boycott Israel during the term of this Agreement.
26. CERTIFICATE OF INTERESTED PARTIES. Developer agrees to comply with Texas
Government Code section 2252.908 and complete Form 1295 Certificate of Interested Parties
as part of this agreement.
Form 1295 requires disclosure of"interested parties" with respect to entities that enter contracts
with cities. These interested parties include:
(1) persons with a "controlling interest" in the entity, which includes:
a. an ownership interest or participating interest in a business entity by virtue of
units, percentage, shares, stock or otherwise that exceeds 10 percent;
b. membership on the board of directors or other governing body of a business
entity of which the board or other governing body is composed of not more than
10 members; or
c. service as an officer of a business entity that has four or fewer officers, or service
as one of the four officers most highly compensated by a business entity that has
more than four officers.
(2) a person who actively participates in facilitating a contract or negotiating the terms of a
contract with a governmental entity or state agency, including a broker, intermediary,
adviser or attorney for the business entity.
Form 1295 must be electronically filed with the Texas Ethics Commission at
httpsj/www.ethics.state.tx.us/whatsnew/elf info form1295.htm. The form must then be printed,
signed, notarized and filed with the City. For more information, please review the Texas Ethics
Commission Rules at httos://www.ethics.state.tx.us/legal/ch46.html.
27. CONFLICT OF INTEREST. Developer agrees to comply with Chapter 176 of the Texas
Local Government Code and file Form CIQ with the City Secretary's Office, if required. For
more information and to determine if you need to file a Form CIQ, please review the information
on the City Secretary's website at http://www.cctexas.com/government/city-secretary/conflict-
disclosure/index
Page 7 of 8
cYr_
EXECUTED IN ONE ORIGINAL this da of 2018.
Y
ATTEST: CITY OF CO PUS CHRISTI
441JA__/
Re cca Huerta K ' elman
City Secretary Assistant City Manager, designee
of the City Manager
r
APPROVED AS TO FORM: f� v { 16 , 2018
gi •if 01111110
8 B
Buck Brice, Assistant City Attorney L
For the City Attorney fir'
BECRET
1
Develope
Braselto ; • Ho/- •=
By:
B. Braselton
ILTRA v PENA
STATE OF TEXAS § ;Z ; NOTARY PUBLIC
• %: :F' State of Texas
-20
1\\
Conrn.x.12-0219
COUNTY OF
This instrument was acknowledged before me on A c (2-4k- 2018, by
Bart Braselton, President, Braselton Custom Homes, a Texas • • •oration, on behalf of said
corporation.
rjf. c).
•
Notary Public's Signature
MORANDUM
RECORD CLERKS
MEERKS NOTE:
Error in Acknowledgment
Page 8 of 8
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Exhibit 2
APPLICATION FOR WASTE WATER REIMBURSEMENT
We, Braselton Custom Homes LTD., a Texas Partnership, 5337 Yorktown, Corpus Christi,Texas,
78413, owners and developers of proposed London Towne Unit 1 (see attached land plan), hereby
request reimbursement of$4,266,283.53 • the installation of the waste water line in conjunction
with said lot, as provided for by City • •in ce No. 17396. $4,266,283.53 is the construction cost,
including Engineering and Surv- in. as shown b r= cost supporting documents attached
herewith.
AO.,_,, ,,,rgoor,
// /7&
Ba `='!v-�on, ;1resident Da e
Br, -elton Custom Homes, LTD.
THE STATE OF TEXAS §
COUNTY OF INQ,O.,D §
ATi2�This instrument was acknowledged before me on 1 , 2018, by
'-c .' 1. 11 ,T 6' �'
f" ' , SLA , of Braselton Custom
Vomes LTD., a Texas Corporation, on be If of the said corporation.
(D
!....;;,;77 ... ULTRA V PENAJ-'< \ ,124.-0—
Zr ' I NOTARY PUBLITexas NotaryPublic in and for the State of Texas
�" '�° �a` State of Texas
'�: '' : Comm.Exp.12-02-2019
CERTIFICATION
The information submitted with this application for reimbursement has been reviewed and
determined to be correct. Reimbursement is subject to:
(a) Sufficiency of funds in the Sanitary Sewer Trunk System Trust Fund, and
(b) Appropriation and approval by the City Council.
// >r• 4, ,: ( '2,..7.4:9/8
Deve pment Services Engineer (Date)
Exhibit 3
(391°` t l
: :,IIII
MEMORANDUM
1862
DATE: April 12, 2018
FROM: David Thomburg Development Services Project Manager
(361)826-8451
DESIGN MEMORANDUM UPDATE
PURPOSE:
The purpose of this is to acknowledge that the design memorandum was prepared prior to the
updated Wastewater master plan amendment.
DISCUSSION
The design memorandum was submitted to Development Services prior to the
Wastewater Master Plan Amendment being updated and as such the body of the
document has not been altered.
The cost estimate and the relative graphic exhibits have been updated to reflect the
changes required by the new Wastewater Master plan. All other areas of the design
memorandum were not materially affected by the change.
•
K:\DevelopmentSvcs\SPECIAL SERVICESIAPPLICATIONS FOR LAND SUBDMVIStONti-Brasetton Wastewater Plan and
infrastnrcture Construction\Legistar\Design Memorandum Memo.doc
1
Exhibit 3
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DESIGN MEMORANDUM
For: OCt1810
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London Area Wastewater Plan Lift Station No. 1 . 19 SEC vs Ghistg
November 3, 2017 G`� o{ Gee t SgN1�
Revised: November 27, 2017 Devi°
Revised: December 18, 2017
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TABLE OF CONTENTS
EXECUTIVE SUMMARY
SECTION I INTRODUCTION
SECTION II LIFT STATION DESIGN CRITERIA
A. SITE SELECTION
B. DESIGN FLOW
C. WET WELL DESIGN
1. Wet Well Volume
2. Pump Levels
3. Wet Wel Detention
D. PUMP HEAD CALCULATIONS
E. LIFT STATION EMERGENCY PROVISIONS
1. Storage Capacity
2. Discharge Prevention System
F. UTILITIES IN PROJECT AREA
G. GEOTECHNICAL INVESTIGATION
SECTION III PROPOSED IMPROVEMENTS
A. LIFT STATION
1. Pumps and Accessories
2. Wet Well
3. Let Station Discharge Piping and Valves(above ground)
4. Wet Well Ventilation
5. Flow Meter
6. Odor Control
7. Miscellaneous Site Improvements
B. FORCE MAIN
1. Force Main Piping
2. Line Valves
C. GRAVITY SANITARY SEWER
1. 18"Diameter PVC
2. Manholes
EXHIBITS AND APPENDECIES
Exhibit'A'—Adopted London Area Wastewater Master Plan
Exhibit'B'—Basis of Design
Exhibit'C'—Project Overview
Exhibit'D'—Opinion of Probable Cost
Exhibit'E'—Lift Station Exhibits
Appendix'A'—London Area Lift Station 16"Force Main Duty Analysis-Flygt
Appendix'B'—Geotechnical Report—Rock Engineering and Testing Laboratory, inc.
Appendix'C'—Record of Power Outages for London ISD Area
Appendix'D'—Responses to City Comments(sent via email response)
London Area Wastewater Plan
NESAN Lift station No t
ENGINEERING
EXECUTIVE SUMMARY
The following is the Executive Summary for the plan submission for the London Area
Wastewater Plan Improvements. This project Involves the Installation of a wastewater duplex
lift station, approximately 1,470 linear feet of 18' gravity sanitary sewer and approximately
10,185 linear feet of 16" diameter sanitary sewer force main (See Exhibit 'C' - Project
Overview).
The London Area Wastewater Plan was adopted by City Council in April 2017 and provides a
wastewater service area for an area south of Oso Creek (see Exhibit 'A'). This system will
initially serve a proposed development to the west along County Road 33. Ultimately It will
serve all of the area within the London Area Wastewater Master Plan.
The London Area Wastewater Master Plan, as adopted, calls for two 15-inch gravity sewer
lines to deliver the flow from the entire service area to a common manhole, and then to the
proposed lift station via a single gravity sewer line. As the lift station Is proposed to be located
approximately in the center of the service area, it is assumed that each of the 15-inch gravity
lines would carry approximately half of the total flow. Based on the criteria adopted by the city
with the master plan, a 15-inch gravity line does not have sufficient capacity to carry half of the
total flow from the service area. Based on that same criteria, an 18-inch gravity line does have
sufficient capacity to carry half of the total flow from the service area. An 18-inch gravity sewer
line will provide a 40% greater capacity than the 15-inch line, and wiil do so at no additional
cost to the city. See the Capacity Calculations Exhibit included with Appendix'D'.
The proposed project includes 18" diameter gravity sanitary sewer lines to be built at master
plan depths to serve the entire London Area Service Area. The proposed gravity sanitary
sewer will start at the new lift station and branch out to serve the proposed development to the
west of the lift station. A stub-out will be provided from the lift station to the east for future
extension to serve developments on the east side of the London Wastewater Service Area.
The proposed gravity sanitary is planned to be constructed along city and private property.
Utility easements will be dedicated for all wastewater infrastructure as needed. The material
for the gravity sanitary sewer will be PVC(Green, SDR-21).
The proposed wastewater lift station is a duplex submersible pump station with an 8'diameter
x 30' deep fiberglass wet well. Lift station is designed such that both the Phase 1 and future
Phase 2 pumps will function with no changes, other than replacing pumps and control panel.
The proposed Phase 1 pumps are 12 horsepower submersible pumps. Future development
in this area will dictate when the future Phase 2, 20 horsepower submersible pumps will need
to be installed in the lift station. Design of the proposed lift station will follow criteria
established by TCEQ in TAC 30 Chapter 217 and will conform to the City of Corpus Christi
standards.
London Area Wastewater Plan
Lift Station No 1
UE ENGINEERING Page ES-1 of 2
EXECUTIVE SUMMARY
The proposed lift station will pump into a proposed 18" diameter force main that will be
constructed across City property, within the Greenwood Drive right-of-way, and within the
Saratoga Boulevard right-of-way,and will discharge into the plant lift station at the Greenwood
Wastewater Treatment Plant Utility easements will be dedicated where needed. Design of the
force main will follow criteria established by TCEQ in TAC 30 Chapter 217. A portion of the
force main will be installed by directional drill across Oso Creek. The material for the drilled
portion of the force main will be Fusible PVC (Green, C-900, DR 18, pressure class 235 psi).
The Material for the remainder of the force main line will be PVC (Green, C-900, DR 18,
pressure class 235 psi). Pipe embedment and trench bacifiD will conform to applicable Cfty of
Corpus Christi standards.
London Area Wastewater Plan
l ifl
Station Nois f
ENGINEERING
Page ES-2 of 2
� SECTION I - INTRODUCTION
A. PURPOSE
The objective of this report is to Identify, analyze and review design issues relating to
this project, develop a work plan and provide recommendations for the new
wastewater lift station per the London Area Wastewater Plan. The proposed new
sanitary sewer infrastructure includes a gravity sewer system, a lilt station, and a force
main. To date there has not been any public wastewater systems to serve this area.
This system will initially serve a proposed development to the west along County Road
33. Ultimately it will serve all of the area within the London Area Wastewater Master
Plan.
B. LONDON AREA WASTEWATER PLAN ADOPTED APRIL 2017
The London Area Wastewater Plan was adopted by City Council in April 2017 and
provides a wastewater service area for an area south of Oso Creek. The service area
is bounded by Oso Creek on the north, SN 288 on the east,Weber Road on the south,
and farmland to the west. See Exhibit A at the back of this report for a map of the
Wastewater Plan. Grades for the service area generally drain from south to north
(Weber Road to Oso Creek). The Wastewater Plan indicates a lift station to be located
on City property near Oso Creek to take advantage of the natural ground slope and
help with extending gravity collection system to the service area boundaries. However,
the master plan shows gravity sewer coming from the east and west, combining
approximately 1,100 feet south of the lift station, and then flowing by gravity sewer
north to the lift station. This effectively eliminates any advantage gained by moving the
lift station to the lower elevation. Therefore, it Is proposed that the lift station be located
approximately 1,100 feet south of the location depicted on the master plan. This will
eliminate 1,100 feet of gravity sewer and replace with force main which is considerably
more economical.
The force main will be constructed from the new lift station northward through city
property, and then adjacent to Greenwood Drive terminating at the lift station at the
Greenwood Wastewater Treatment Plant. The Wastewater Plan indicates the force •
main to be 16'diameter.
Branching out from the new lift station to the east and to the west will be gravity sewer
lines, as indicated on Exhibit A. The line to the east will be a short stub-out which will
be capped for future extension. The line to the west will be installed approximately to
west edge of the County Road 33 right-of-way.
London Area Wastewater Plan
tig Lift Station No 1
ewot�tN Page 1 of 10
t SECTION I - INTRODUCTION
C. SITE DEDIC8TT_4N
The lift station site will be located on city properly.The gravity collection system will be
located on city and private property. The force main will be located on city property,
and within dedicated right-of-way. Utility easements will be dedicated for all
wastewater infrastructure as needed. Metes and Bounds descriptions with exhibits will
be provided for these locations where necessary.
•
London Area Wastewater Plan
UELdt Bratton No 1
ENGINEERINGPage 2 of 10
•
SECTION II - UFT STATION DESIGN CRITERIA
A. SITE SELECTION
The new London Area lift Station No. 1 ail be located on the City's property south of
the Oso Creek and wilt be designed such that ft can serve the entire sere area by
gravity (See Exhibit A for approved waw plan). Metes and Bounds with aedsiat
will be developed for the site that the lift station will encompass. The site will be laige
enough to construct the Phase 1 lift station wet well and allow construction of future
wet well to expand the pumping capacity.
B. 9ESIGN FLOW
The design flow for the proposed lift station was calculated by determining the land
use for the various parcels of land within the lift station service area per the City's
London Area Wastewater Plan (see Exhibit A), applying the master plan flow rate per
land use type and then totaling the flows. A peaking factor of three was used, based
on the Babbitt formula, and 400 gal ons/dsytacre was added for infiltration. Potential
flowrate from the London Independent School District(ISD) property was also added,
based on information provided by the school district Exhibit 8 shows mons detailed
information of the service area and land use acreage used to develop the design f4ows.
Flow calculations are shown in the table on the following page and recommended
design flows for this lift station are as follows:
Phase 1 Design Flow: 625 GPM (0.90 MGD)
Future Phase 2 Design Flow: 1,220 GPM(1.76 MGD)
Future(Ultimate)Design Flow: 3,044 GPM(4.38 MGD)
The components of the lift station, except for the pumps and control panel, will be
sized to handle the Phase 2 design flow of 1.76 MGD(1,220 GPM).
The lift station will be designed using Flygt(Xylem)submersible centrifugal pumps.
The pump motors will be 3-phase,460V,60 Hz.
•
Phase 1: NP 3153 LT-3 416 Impellor 12 Hp 669 GPM 32.6'TDH
Phase 2: NP 3153 LT-3 413 Impellor 20 Hp 1230 GPM @ 41.8'TDH
London Area Wastewater Pian
Lift Station No 1
~ Page 3 of 10
WSW 11111111111■1111WIWI
(• SECTION II - UFT STATION DESIGN CRITERIA
Phase 1 Uft Station Hqw Calculation'
Persons GPO Pot Peak Now Add •.!MO
Adak Land Use Per Acre Poem , ac IMh411tyI __
HiP69 1061
109.06 Low Density Ilesidantial gown Tract) 14 100 3 319 30 MP
San Regional Sports Complex(per MDR) 21 GPM - 3 14 17 1
50.00 De=Mound Sports Cornelia 30 30 3 94 14 t01t
11.97 London School-Existing Phase I:Awl.•14 GPM • 3 42 23
301.75 539 N I SS 1
1
PH 1 SAYI$WI
Phase 2 Lift Statloq Flow Calculations
Penises GPO Per Peak Now Add
Aata - Land Use Par Awe Person Factor Nihon U3
-
109.06 tow Density ResiOsndal(Brown Tract) 14 100 3 319 30 SO
499 Parks Prawn Tract) 10 20 3 3 2 9
50.72 Ragonal Sports Complex(per FSR) 28 GPM - 3 14 17 101
50.00 Div Arosnd Sports Comperes 30 30 3 94 14 101
11.97 Landon Waal•Existing Masa I:Ay{.•14 GPM - 3 42 23 43
London School-Future Plisse II:"Ng•8 GPM - 3 24 24
135.00 Low Density Residential 14 100 3 394 31 411
13.00 Marium Density Residential 35 100 3 110 5 11
10.00 Commercial 30 30 3 19 3 22.
466.74 10119 132 I 13M $
PH 2 SAY sus OZPM
Ultimate lift Station Flow Calculations
Persons GPO Per Peak Noor Add TMM
Acuate Land Use Per Acre Parson Factor 19191088 IA in
109.06 Low Density Residandal(lrown Tract) 14 100 3 319 30 349
4.99 Parks(Brown Tract) 10 20 3 3 2 S
60.72 Regional Sports Complex(per HDR) 23 GPM - 3 ' 84 17 201,
50.00 .Dew Mound Sports Complex 30 30 3 94 14 s08
11.97 London School-Existing Phase I:Avg.s 14 GPM - 3 42 23 65
London School-Future Phase II:Avg=I GPM - 3 24 24
632.24 Low Density Residential 14 100 3 1,144 176 2.020
43.23 Medium Density Residential 3.5 100 3 316 13 329
19.68 Commercial 30 30 3 37 6 q
1,001.19 2763 211 1 0 `1
ULTIMATE FLOW=3,050 GPM
London Area Wastewater Plan
Lift Station No 1
IMAM Page 4 of 10
SECTION II - LIFT STATION DESIGN CRITERIA
C. WET WELL DESIGN
1. WET WEU,.VOLUME
The lift station will be designed using the criteria set forth in TCEQ's Chapter 217
of TAC 30. The primary design consideration for lift stations is given to wet well
volume. The wet well volume required is calculated using the formula found in
TCEQ Ch 217.60.
V=(T• Q)/(4 *7.48)
V=Active volume(cubic feet)
Q=Pump capacity(gallons per minute)
T= Cycle time(minutes)
This formula is used to calculate wet well volumes when the pump capacity is
equal to the peak flow. For less than 50 Hp motors a pump cycle time of 6 minutes
Is required, for 50 to 100 Hp motors a pump cycle time of 10 minutes is required
and for greater than 100 Hp motors a pump cycle time of 15 minutes Is required.
For future peak flow of 3,044 GPM (4.38 MGD) additional wet well capacity will
have to be constructed. A stub-out for an interconnecting pipe between the existing
and future wet wells is being provided.
The preliminary recommended dimensions for a fiberglass round wet well are:
Diameter. 8'-0"
Water Depth: 5'-0" (El. 3.00 to El. (-)2.00)
Area: 50.3 SF
Total Volume: 251 CF (1,877 Gallons)
2. PUMP LEVELS
Recommended pump levels based on design flow are provided in the following.
High Level Alarm On El. 3.00
Lag Pump On El. 1.60
Lead Pump On El, 0.60
Pumps Off El. (-)2.00
Actual levels will likely vary during initial flows and flow changes will occur over
time. Flow should be monitored and changes made in the field as necessary.
London Area Wastewater Plan
ILE Lift Station No 1
ENGINEERING Page S of 10
SECTION II - UFT STATION DESIGN CRITERIA
3. WET WELL. DETENTION
Wet well detention calculations are based on the following previously developed
values and the pump curve In the Appendix'A':
PHASE 1
Peak Wet Weather Design Flow= 0.90 MGD=625 GPM
One Pump On=669 GPM
Wet Well Surface Area: 50.3 SF
Lead Pump On to Pump Off at 2.6'= 978 Gallons
Td a Detention Time In the wet well
Td =(978/625) +(978/(669-625))=23.8 min.
PHASE 2
Peak Wet Weather Design Flow= 1.76 MGD = 1,220 GPM
One Pump On= 1230 GPM
Wet WeN Surface Area: 50.3 SF
Lead Pump On to Pump Off at 5'= 1,881 Gallons
Td =Detention Time in the wet well
Td =(1,881/1,220)+ (1,8811(1,230-1,220))=203 min.
D. JUMP HEAD CALCULATIONS
Pump design is based on the system analysis as presented in Appendix 'A' for one
pump running (second pump is backup pump) and with the new 16" dia. force main,
The system curve was developed utilizing hydraulic calculations.
E. UFT STATION EMERGENCY PROVISIONS
1. STORAGE CAPACITY
According to TAC 30 Chapter 217, storage capacity must be provided for 20
minutes of peak flow In the event of a power outage(or equal to the longest power
outage in the last 60 months), to prevent the release of untreated wastewater.
Nueces Electric Cooperative (NEC) provides power for the lift station site. Since
this is a new lift station and a new overhead power supply will have to be
constructed, there is no historical information for outages to this lift station.
However, NEC has provided power outage information for the London ISD area
London Area Wastewater Plan
Lift Station No 1
ENOG�NO Page 6 of 10
SECTION II - LIFT STATION DESIGN CRITERIA
(see Appendix 'C'). The information provided indicates the longest duration of
power outage to the area was over 26-hours during Hurricane Harvey. This
duration would result in a storage amount which cannot be contained within the wet
well, gravity fines, and manholes.
Therefore, a diesel powered back-up generator will be permanently located on site
and provided with an automatic transfer switch. The generator will be sized to run
one of the two phase 2 lift station pumps for at least 27 hours (one pump is
designed to pump the phase 2 peak flow). Generator will be self-starting with the
loss of the primary power source.
2. DISCHARGE PREVENTION SYSTEM
An audiovisual alarm system consisting of a Supervisory Control and Data
Acquisition (SCADA) panel located at the lift station will be provided to
communicate station conditions and alarms to the Wastewater Service Center.
The alarm system will monitor and provide notification of power outages, pump
failures and/or a wet well high water level.
F. UTILITIES IN PROJECT AREA
C
There are no known utilities located in or around the proposed lift station site. There is
an existing Enterprise gas pipeline which traverses the city landfill property and runs
along Greenwood Drive. The proposed force main will cross the existing gas pipeline
just south of the Greenwood Drive terminus at the city landfill property. The proposed
force main will be located on the east side of the Greenwood Drive pavement and will
run parallel to the above mentioned existing gas pipeline, an existing city gas line, and
a small diameter sewer force main.
G. GEOTECHNICAL INVESTIGATION
Geotechnical investigation of the subsurface materials and conditions was performed
at the lift station site, along the route of the force main and along the route of the
gravity lines and a study prepared by Rock Engineering & Testing Laboratory, Inc. A
copy of the boring log and the results of the soil sample analysis are provided as
Appendix 'B'. The soils at the lift station are described as firm to stiff, highly plastic,
dark grey to brown clay. Ground water was encountered at four of the six bore holes
during the drilling operation and read again 24 hours later and water levels are
presented in the soils report pages in Appendix 'B'. Well pointing of some sod will
likely be required for some of the construction elements.
London Area Wastewater Plan
IIURNIAti Lift Station No 1
ENGINEERING Page 7 of 10
SECTION II - LIFT STATION DESIGN CRITERIA
The entire geotechnical study will be included with the bidding documents for use by
the contractors bidding the project.
•
London Area Wastewater Pian
Lit Station No. 1
ENOh�N Page 8 of 10
SECTION III - PROPOSED IMPROVEMENTS
A. UFT STATION
1. Pumps and Accessories
The proposed lift station is a duplex lift station, two pumps will be installed, with
one pump handling the design flow and the other pump acting es a backup pump.
The lift station will initially have 12 Hp Phase 1 pumps. When flows increase and
the Phase 1 pumps near capacity future Phase 2 20 Hp pumps can be installed
and control panel replaced.
2. Wet Well
The proposed wet weU will be 8' in diameter, approximately 30'deep, and made of
fiberglass. Active volume with 5'-0" operating level is 251.5 CF (1,881 Gallons).
The fiberglass wet well would be constructed with concrete bottom and top slab
(note that there is also a fiberglass top to the vessel to protect the top from
hydrogen sulfide gasses). One access hatch, wide enough to serve both phase 1
and phase 2 submersible pumps, will be provided in the top of the concrete roof to
allow access to the pumps. Access hatches will be provided with safety grating for
fall protection when the access door is opened.
3. Lift Station Discharge Piping and Valves(above ground)
For ease of maintenance, the proposed lift station isolation and check valves will
be installed on top of the station above the top slab. All above ground discharge
piping will be constructed with ductile iron pipe and fittings. An emergency bypass
connection will be provided on the downstream discharge header with a tee, plug
valve and blind flange to allow connection of a temporary pump should the need
ever arise to bypass the lift station wet well or due to pump failures.
4. Wet Well Ventilation
The proposed lift station will have passive ventilation per TCEQ Chapter 217
Regulations. The passive ventilation will consist of one 8"pipe vent with a stainless
steel bird screen over the end.
1.76 MGD=2.72 CFS x 60 Min/Sec= 163 CFM Each
Area Required: 163 CFM/500 FPM= 0.33 SF Min.
USE ONE 8' DIA. VENT(0.349 SF)
5. Flow Meter
The proposed lift station will include a flow meter to measure flow through the
discharge piping. The flow meter will be installed in a fiberglass manhole adjacent
to the Oft station wet well downstream of the above ground discharge piping.
London Area Wastewater Pian
Lift Station No I
ilE ENGiNG Page 9 of 10
t SECTION III - PROPOSED IMPROVEMENTS
6. Odor Control
Since the proposed lift station is brand new and peak flows are minimal, there will
be no odor control systems Installed at the lift station site. Space is being provided
on the site, though, for a future bio-filter type odor control unit, should the need
arise.
7. Miscellaneous Site Improvements
• The lift station will be accessible from County Road 33 with construction of a
new 12'wide access road from the existing country road to the rd station site.
Proposed access road is outside of the boundary of the existing and proposed
FEMA 100 year storm event.
• For security, the proposed lift station site will have a 8' tail chain link fence with
three strands of barbed wire. Access to the new lift station will be through a
lockable 3' wide personnel gate and a lockable 12' wide main gate to allow for
vehicular entry.
• Control panels and wet well access hatches will also be lockable to limit
access.
• A security light will be provided with dusk till dawn photo cell.
B. FORCE MAIN
1. Force Main Piping
The proposed 16' diameter sanitary sewer force main will be constructed of PVC
(green, C-900, DR 25, pressure class 165 psi). The proposed force main will be
installed with a minimum of 2'-6"of ground cover.
2. Line Valves
Line valves for isolation of the force main will be installed at maximum 2,000'
intervals.
C. GRAVITY SANITARY SEWED
1. 18" Diameter PVC
All proposed PVC gravity lines will be installed at master plan depths.
2. Manholes
Manholes for this project will be spaced at a maximum of 500' apart per TCEQ
Chapter 217 requirements. Manhole wall thickness and construction will conform to
City of Corpus Standard Details and Specifications.
London Area Wastewater Plan
Lift Station No 1
II ENGINEERING Page 10 of 10
•
EXHIBITS
Exhibit'A'-Adopted London Area Wastewater Master Plan
Exhibit'B'- Basis of Design
Exhibit'C'-Project Overview
Exhibit'D'-Opinion of Probable Cost
Exhibit'E'-Lift Station Exhibits
t
London Area Wastewater Nan
eNOIMLift Station No 1
Exhibit A
London Area Wastewater Plan - Proposed `Flawer Fl w i
Ime NMC*popMAlbn end west*weler Now psnerabn for the Ione useid�Mlbd
1 In ers woe are as followed-
V — , rrsr�w
• Litt Station 4 - r,rc.. a.+... w...... ��WMlen`rr
res wrrr
cm City Until "".. _ .�+ * N w iv'
Proposed Mains - - b' - IA r •
---Force Main �l ' C — i
••---Gravity Main 2.P**bbp Feder
Area The peek Now for sa lee hind uses.h. be psnts LS Service
srse using the Bobber Formes
vhIrJi Is corvine*Wed In ill kldbsty. The(annuls 1a es tallow
COmmerdal
Estate Residential PF•e i(poprd.Oor 11000)•0.2.(Mi elt'nn•2 Mestnrn.41
Low Density Residential a.rdelr.eorl end teem
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C.R. 43 (WEBER ROAD) EXHIBIT C
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N
LONDON AREA MASTER PLAN
cr ( LI
ENURBAN WASTEWATER
GINEERING INFRASTRUCTURE
o
hole: This exhbit was revised per city request on March 27,
2018 to reflect a change in size of gravity sanitary sewer
WS mu 1( 1 .CCRI lint qD 1TO 734p lines. The sizes shown on this revised exhibit are congruent
S im sa�amrn CR tartars*en. tx 7ew� gru
o NONE x.est.rn wvrt.u�urEM4cnt with the sizes shown on the city's revised London master
3 sanitary sewer plan which was presented to planning
ga Jos ru 429o1$7Ao commission on 3/21/2018.
A
Eng P.iichae C Y:uv. P E OPINION OF PROBABLE COS i March 26 2018
(or Job No 42900 B7 00
LONDON AREA MASTER PLAN
URBAN ENGINEERING REIMBURSABLE
TBPE Firm No 145 SANITARY SEWER IMPROVEMENTS
ITEM DESCRIPTION QUAN. QUAN. UNIT UNIT TOTAL
+5% PRICE COST
NEW LIFT STATION
1 Mobilization Bonds Insurance 1 1 LS $18 000 00 $18 000 00
2 Lift Station No 1 1 1 LS $425 000 00 $425 000 00
3 Lift Station No 1 Access Road 2 924 3 070 SY $50 00 5153,500 00
NEC Cost Estimate To Provide 480 v/3 Ph
4 Overhead Power LS Site 1 1 L5 5100 000.00 $100,000 00
5 Emergency Generator w/Foundat on 1 1 L5 $110 000.00 5110,000 00
LIFT STATION CONSTRUCTION SUE TOTAL: $808,500.00
Contingencies G 15% $120,975.00
UFT STATION CONSTRUCTION TOTAL: $927,475.00
EASEMENT COSTS: TBD
ENGINEERING,SURVEYING,STAKING,&TESTING®12%: $112,000.00
SWPPP ITEMS: $7,500.00
UFT STATION GRAND TOTAL: 51,048.975.00
NEW 16"FORCE MAIN TO GREENWOOD WWTP
1 Mobilization Bonds Insurance 1 1 LS $38 000 00 538,000 00
2 16"C900 PVC Force Main(Green Pipe) 8 896 9 341 LF $75 00 $700,575 00
3 16'D 190 Degree Bends(MJ) 3 3 EA $2.150 00 56,450 00
4 16'D 145 Degree Bends(MJ) 5 5 EA 52 150 00 510,750 00
5 16"DI 22 1/2 Degree Bends(MJ) 3 3 EA 52,150 00 56.450 00
6 16'DI 11 1/4 Degree Bends (MJ) 3 3 EA $2,150 00 $6,450 00
7 16'Plug Valve end Valve Box(MJ) 5 5 EA $7,800.00 539,000 00
8 Air/Vacuum Valve Installations 3 3 EA 512,250.00 $36,750 00
9 Welt Pointing-Force Main 2,000 2,100 LF $50 00 $105,000 00
10 Asphalt Pavement Repair(Existing) 120 126 SY 550 00 56,300 00
11 Concrete Pavement Repair(Exist Driveways) 300 315 SF $10 DO $3,150 00
12 Directional Bore Oso Creek-16"Fusible PVC 1,384 1 453 LF $400 00 $581,200 00
13 Construct Horizontal Directional Drill Pads 2 2 EA $30,000 0D 560 000 00
14 Tie to Wastewater Treatment Plant 1 1 L5 $25 000 00 $25 000 00
15 Traffic Control 1 1 LS $7 500 00 $7,500 00
16 Marker Signs 20 20 EA $150 00 53 000 00
17 OSHA Trench Protection-Force Main 8,896 9,341 LF 51 50 $14,011 50
FORCE MAIN CONSTRUCTION SUB-TOTAL: 11,649,586.50
Contingencies Go 15% 9247,437.98
FORCE MAIN CONSTRUCTION TOTAL: $1,897,024.48
EASEMENT COSTS: TBC)
ENGINEERING,SURVEYING,STAKING,&TESTING a 12%: $230,000.00
SWPPP ITEMS: $20,000.00
FORCE MAIN GRAND TOTAL: 52,147,024.48
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S iProiects142000up442900187001Contract AdministraboniEshmatap\Finat Coat Ea:imate_15 to Brown around Agape 21 stub to Sports_24 I 1 f
Eng Michael C York P E OPINION OF PROBABLE COST March 26 2018
for Job No 42900 B7 00
LONDON AREA MASTER PLAN
URBAN ENGINEERING REIMBURSABLE
TBPE Firm No 145 SANITARY SEWER IMPROVEMENTS
ITEM DESCRIPTION QUAN. QUAN. UNIT UNIT TOTAL
+5% PRICE COST
LINE'A'Gravity Sewer West of Lift Station to CR 33):
1 Mobilization Bonds,insurance 1 1 LS $16 00000 516,000 00
2 24"PVC SDR 21 28'-30'Cut 36 38 LF 5460 00 $17,480 00
3 18-PVC SDR 21 28'-30'Cut 1,351 1,419 LF 5385 00 5546,315 00
4 Embedment 1,387 1,456 LF 57 50 $10.920 00
5 OSHA Trench Protection 1,387 1,456 LF $8 50 512,376 00
6 Well Pointing 1,387 1,456 LF $50.00 572,80000
7 5'Diameter Manhole(28-30'Deep) 5 5 EA 514 75000 573,750 00
LINEA'CONSTRUCTION SUB-TOTAL: 5749,641.00
Contingencies a 15% $112,446.15
LINEA'CONSTRUCTION TOTAL: 5882,087.15
EASEMENT COSTS: TBD
ENGINEERING,SURVEYING,STAKING,&TESTING a 12%: $105,000.00
SWPPP ITEMS: $10,500.00
LINE'A'GRAND TOTAL: $977,557.15
LINE'B'Gravity Sewer(stub out to East of Lift Station)
1 Mobilization Bonds,Insurance 1 1 LS $10 000 00 510,000 00
2 21"PVC SDR 21(28'-30'Cut) 120 126 LF $41500 $52,290 00
3 Embedment 120 126 LF 57 50 $94500
4 OSHA Trench Protection 120 126 LF 55 50 51,071 00
5 Wen Pointing 120 126 LF $50 00 $6,30000
LINE'B'CONSTRUCTION SUB-TOTAL: 570,808.00
Contingencies is 15% $10,590.90
LINE'B'CONSTRUCTION TOTAL: $81,196.90
EASEMENT COSTS: TBD
ENGINEERING,SURVEYING,STAKING,&TESTING r@ 12%: 510,000.00
SWPPP ITEMS: $3,500.00
LINE'B'GRAND TOTAL: 594,698.90
PROJECT COST SUMMARY
t New Lift Station $1,046,975.00
2 New Force Main to Greenwood WWTP $2,147,024.45
3 LINE'A'Gravity SewerjWest of Lift Station to CR 3 $977,587.15
4 LINE'S'Gravity Sewer(stub out to East of Lift Station) $94,895.90
ESTIMATE OF TOTAL PROBABLE PROJECT COST $4,266,283.53
Note
1 This cost estimate was revised per cty request on March 26 2018 to reflect a change in size of gravity
sanitary sewer lines The sizes shown on this revised estimate are congruent with the sizes shown on
the city's revised London master sanitary sewer pian which was presented to planning commision on 3121/2018
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APPENDIX
Appendix 'A' — London Area Lift Station 16" Force Main Duty Analysis Flygt
Appendix 'B' — Geotechnical Report—Rock Engineering and Testing Laboratory, Inc
Appendix 'C' — Record of Power Outages for London ISD Area
Appendix 'D' — Responses to City Comments (sent via email response)
(r URBAN .t,,
`�' ENGINEERING
1.i:xti No.42900 --laeefed 05 22 f: by yl-'__.___.__
London Area Lift Station PRINTED 28' Static Head
16" Force Main DATE: TIME.
Revision Nota
Demon> Winona Pipe Din ansianah
Seglraling Location•New L8 station approximately
504(7 to we north of the CR 33 and FM 43 intersection Pipe Diari, Pipe Diem Area Wetted
!+h the east side of CR 33 Orches) (feel) ff1•121 Palm
8 0 67 0 3491 2 0944
Ending Location•pscharga ado eidsong manhole on 18 1 33 !3983 4 1868
sauowest corner of Saratoga and Greenwood
Elevation Ode
Location Elevation
Top of discharge pipe at IR station 34 DO
Marl water surface in LS wet well 600
Demme = 28 00 6
Static Heed • 28 00 6
Equivalent Lengths
8•PIpe Equ valent Equivalent 16•Pipe Equiv Equry
Description Quantity Length ILFI Length(LF) Oeoaiplon Quantity Length(LE) Length(LF)
B'90 Degree Bend 2 0 21 • 42 ler 45 Degree Send 20 0 20 • 400
645 Degree Bend 2 0 1D . 20 16'Plug Valve 2 CD 46 = 92
r Tee(Brae, i Flow) I Qi 45 45 18'Discharge 1 a 80 • BO
0•Tee(L.Ine Flow) 1 a, 15 • 15
8•Plug Valve I to 23 • 23
6 Check Valve 1 C 54 • 54
8'4l6'Increaser 1 eg 14 a 14
Equivafant length for fittings valves etc o 213 IF Equivalent length for 8ttngs valves etc • 572 IF
Length of r Pipe c 46 IF Length of 16•Pipe • 8900 LF
Total Equivalent Length of 8•Pipe a 259 IF Total Equiveleil Length of 16•Pipe • 9472 IF
ale ieted system Curve
IlL • Q 316•A c tt1 •1653( rLI�1•o 631
,,,.•Mead Loss(qi 13•Flow(cfs A•Area(sr) C-Coefficient ai Fncticn
P•Wetted Perimeter(11) L•Enu,aienl Length of Pipe(R)
Ec Length Eq .engin
259 9472
8'PVC Pipe 13"PVC Pipe
Fiaw Flow Flow C•140 C•140 Static
(galydayl GPM (ds) Headless(N fieadtoss(f4 Head(it) 11344 pt) Pressure(psi
72000 50 0 11 0 02 0 02 28 00 28 04 12 2
14.4000 100 022 006 0 07 2910 2B t3 12 2
280000 200 0 45 0 21 0 26 28 00 29 48 12 3
432000 300 0 57 0 45 058 22 00 29 01 12 d
576000 400 0 89 0 76 0 95 28 00 29 71 12 0
720000 500 1 11 1 15 144 28 00 30 59 13 3
664000 800 1 34 1 61 2 02 28 00 31 63 13 7
00 1 5 1.39 1.74 2.11 23.00 31 92 13.1 1P1ies•1 Des algn Flow j
1008000 700 1 54 2 14 2 89 28 00 32 83 14 2
1152000 800 1 78 2 74 3 44 28 00 34•5 14 8
(29•5000 900 2 til 3 41 4 28 28 00 35 69 15 5
14.40000 1000 223 a 14 5 20 26 00 3?34 10 2
1584000 1100 2 45 494 6 20 28 00 39 14 17 0
1728000 1200 2 67 5 61 7,28 28 00 41 09 17 8
1600000 1350 2.79 625 7.95 26.00 4.211 $13 [Phase 2 Design Flow
1872000 1300 290 6 73 844 28 00 43 16 18 7
2016000 1400 3 12 7 72 9 69 28 00 45 41 19 7
2180000 1500 334 8 77 11 W 28 00 47 74 20 7
2304000 15X) 358 988 12 43 28 00 50 25 21 8
2448000 1700 379 1106 13 87 2910 52 93 22 9
259200C 1803 4 01 1229 15 42 28 OC 55 71 24 1
2736000 1900 4 23 1356 1704 28 00 58 62 23 4
2880000 2000 446 (494 18 74 28 OC 51 67 26 7
3240000 2250 5 01 18 57 23 30 28 30 E9 87 30 3
3800000 2500 557 22 57 28 31 28 00 78 88 34 2
3960003 2750 8 13 29 92 33 77 29 00 88 09 38 4
4320000 3000 6 88 31 62 39 07 28 00 99 25 43 0
4680003 3250 7 24 36 07 45 CO 28 00 11057 48 0
5040000 3500 7 90 4208 52 76 28 00 122 82 53 2
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1OMNem 14US gam 2124 107r0 1462USppm 2121 tail. 721% 1mWMAl$MG 2476
t bUS g trait lQ4rp =US spirt 3261 10410 Su% 217 WMMS UG 3'I
Ht **et Ft •�t;ttl��i� i.. �� dtaid• :i{alt ttpsile _
Laudon LII
APPENDIX 'A'
xy
tem
NP 3153 LT 3— 413 1=�
Duty Analysis
VWHead
km head
70
893 SYSTEM
84 CURVE
62
60-
58-
56-
54
52
50
48
48
44
42 PUMP
CURVE
35
gf.
C 34 798
32
30 r_-- - t24.sni
28
26
22
zz= 1230 GPM a@
20i 41 .6' TDH
18.4
16
14:
12i
14 13 217rtm
8
fi3
PHASE 2
4 SELECTED PUMP
2
0 �f 793 lS y.P� __I
0 400 800 1200 1600 2000 2400 NS 9 Pm)
Wear pt. Cow=
G voaw ri
Individual pump Total
tanning spaaiille
I$yaMm Flow Head shift pow plow Maid Shaft power Pimp at worn HP$Hro
'foram Mat/Spam tet tl]Ie 1793USe orr. 716I 1121p 75!S 1]6*AM75MG 7atit
1>�1tYp4m a.AS 1SIl t2CVlpoff. tree UIJIp lett tilwwliSMG 2.2t
LGelid , ',Coaled
aic L8 (;1 11 Pfin
APPENDIX 'A'
SUBSURFACE INVESTIGATION, LABORATORY TESTING PROGRAM,AND
GEOTECHNICAL RECOMMENDATIONS
FOR THE PROPOSED
LONDON AREA WASTEWATER IMPROVEMENTS-UE JOB NO. 42900.B700
OSO CREEK-FROM GREENWOOD DRIVE TO CHAPMAN RANCH ROAD
CORPUS CHRISTI,TEXAS
RETL JOB NUMBER: 0117309
PREPARED FOR:
URBAN ENGINEERING
2725 SWANTNER DRIVE
CORPUS CHRISTI,TEXAS 78404
AUGUST 10, 2017'
t` , PREPARED BY:
ROCK ENGINEERING AND TESTING LABORATORY, INC.
6817 LEOPARD STREET
CORPUS CHRISTI, TEXAS 78409 ,
PHONE: (361)883-4555; FAX: (361)883-4711
TEXAS PROFESSIONAL ENGINEERING FIRM NO. 2101
,-el''''Thlit
44.411C-Illi . *... ._ ..*
MARK C. R0t ,
\VOISTI%
s
Z A1 .�G"ro•y./C...,
Brian J.Geiger, P.E. Mark C. Rock, P.E.
Geotechnical Engineer Vice President of Operations
Cell: 906 370 5196 Cell: 361 438 8755
t4..
'APPENDIX'134
August 10,2017 PROPOSED LONDON AREA WASTEWATER IMPROVEMENTS
Urban Engineering Oso Creek -From Greenwood Dr to Chapman Ranch Rd.; Corpus Christi, Texas
Attn: Mr. Mark Maroney, P.E RETL Job No.:G117309
Soil Profile Table; Boring B-1
D Description LL PI C 4 y, -#200 Ka Kr,
0-22 Fat CLAY 60-69 39-45 1.900 0 120 86-98 0.49 2.04
22-31 Fat/Lean CLAY - - 1,100 0 120 77 0.49 2.04
31-50 FaULean CLAY - - 1,900 0 60 55-85 0.49 2.04
50-58 Silty SAND - --- 0 31 55 13 0.32 3.12
58-60 Fat CLAY --- - 1,500 0 60 -- 0.49 2.04
Soil Profile Table; Boring B-2
D Description LL PI C q y, -#200 K. KP
0-24 Fat CLAY 71-74 50-53 700 0 115 67-83 0.53 1.89
,-
24-37 Fat/Lean CLAY -- --- 1,400 0 60 - 0.49 2.04
37-47 Fat/Lean CLAY - -- 800 0 55 62 0.53 1.89
47-60 Fat CLAY -- - 2,300 0 60 100 0.46 2.16
Soil Profile Table; Boring B-3
D Description LL PI C y, -#200 K. Kp t
0-28 Fat CLAY 60-61 39 1,600 0 120 83-88 0.49 2.04
28-34 Silty SAND - - 0 34 55 55 0.28 3.54
34-35 Lean CLAY -- -- 2,500 0 60 - 0.46 2.16 I
Soil Profile Table; Boring B-4
D Description [_ .
P1 C q y, I -#200 K. Kr,
0-16 Fat CLAY 51-70 34-51 1,500 0 120 83 0.49 2.04
16-25 Fat CLAY - -- 2,200 0 60 - 0.46 2 16
Soil Profile Table; Boring B-5
D Description LL PI C 0 y, -#200 K. Kp
0-12 Fat CLAY 55-67 37-48 2.300 0 120 86 0.46 2.16
12-25 Fat/Lean CLAY --- --- 3,000 0 60 64 0.46 2.16
5 of 10 APPENDIX 'B'
August 10 2017 PROPOSED LONDON AREA WASTEWATER IMPROVEMENTS
Urban Engineering Oso Creek—From Greenwood Dr to Chapman Ranch Rd.; Corpus Christi,Texas
Attn Mr Mark Maroney P E RETL Job No. G117309
Soil Profile Table; Boring B-6
D Description LL PI C y. -#200 K, Kp
•
0-20 Fat CLAY 57 59 39-40 3 100 0 120 88-92 0.46 2 16
Where
D= Depth in feet below existing grade
LL= Liquid limit(%)
PI = Plasticity index
C=Soil Cohesion, psf(undrained)
=Angle of Internal Friction deg (undrained)
= Effective soil unit weight pcf
-#200=Percent passing the Minus#200 Sieve (%)
Ka= Active Earth Pressure Coefficient
Kp= Passive Earth Pressure Coefficient
The trench protection should be designed to provide the most conservative design
given the design parameters provided in the tables above.
It should be noted that the values for the design of braced excavations provided in the tables
above are based on the soil strengths and soil densities encountered in the field and generally
accepted empirical formulas correlating undrained shear strengths to drained shear strengths
and the corresponding angle of internal friction for clay soils.
The active and passive earth pressure coefficients were calculated using the drained angle
of internal friction as recommended in "FOUNDATION ANALYSIS AND DESIGN",written by
Mr. Joseph Bowles where he states, "Drained soil parameters for stiff clays and 4-C soils in
general may be appropriate for lateral pressures behind braced walls where the excavation
is open for a considerable length of time."
Groundwater Observations
Groundwater (GW) observations and the depths the borings caved are provided in the
following table:
GROUNDWATER OBSERVATIONS
BORING NO. DURING 24-HOUR DELAYED
UPON COMPLETION
DRILLING READING
6-1 31' Ory and Caved at 27 Dry and Caved at 27
8-2 24' GW at 8 and Caved at 12 GW at 3' and Caved at 15
B-3 30' GW at 16 and Caved at 24 GW at 8' and Caved at 10
8-4 Dry Dry and Open GW at 10' and Caved at 16
6-5 Dry Dry and Open GW at 12'and Caved at 13
8-6 Dry Dry and Caved at 16 Dry and Caved at 16
6 of 10 APPENDIX 'B'
4 E
• GEOTECHNICAL ENGINEERIN
:o� C +•gyp •CONSTRUCTION MATERIALS
ENGINEERING&TESTING
• SOILS• ASPHALT• CONCRETE
BORING LOCATION PLAN
El
•
•
1 /
}
l
l
A
Google Earth
August 10 2017 PROPOSED LONDON AREA WASTEWATER IMPROVEMENTS
Urban Engineering Oso Creek—From Greenwood Dr to Chapman Ranch Rd.; Corpus Christi Texas
Attn Mr Mark Maroney P E RETL Job No G117309
Rocx ENGINEERING &TESTING LABORATORY INc.
www.rocktesting.corn
8817 LEOPARD STA Err•CORPUS ChiFisTn TExAS 784091703 10856 VANo it ST•Sx:+ANTONIO TEXAS 78216-3625
OFF1cE (381) 883-4555 •FAx•(361)883-4711 OFFICE (210)495-8000•Fay (210)495-8015
No.1 ROUND+nUE LANE • RouNo Rock TEXAS 78664 APPENDIX 'B'
OFFICE (512)284.8022 • FAx (512)284-7764
LOG OF BORING B-1 SHEET 1 of 1
♦ CLIENT: Urban Engineering
1'4Rock Engineering sand Testing Laboratory,Inc. PROJECT: London Area Wastewater Improvements
( i 8617 Leopard St.
441 0 C 4 Caws Christi,Tans 78409 LOCATION: Greenwood Dr.; Corpus Christi, TX
Telepha1.: 361-853-4555 NUMBER: 3117309
Fax 361.863-4711
+;`'.' DATE(S)DRILLED: 6/2/17-6/2/17
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERSERG Hdae Srtn Agar
GROUNDWATER INFORMATION:
_ andrtl Ne
r s attooia.r.d at a dap.(d 31.st dieing drama
z� csDry rad CIwiM at V-Nei upon oontpMion
ii o 7 W 24-Has Moyer!Reeding.:Dry and Caved ay 274set.
ti i iE A
c ' i=
# _ i i
,. SURFACE ELEVATION: WA
$ / i;i r 8 U. Pt. PI 8 a, DESCRIPTION OF STRATUM
i
// . >SS v
1 ► Na 6 15 FAT CLAY,moist,dark gray,firm.
j . s.2 Ps 4.5+ 21 68 23 43 a6 Same as above,gray and brown,with calcareous nodules,very
j 3 stiff.(CH)
Li Ps 425 15 los 2.3 Same as above,brown.
j10 : si-4 P=2.75 23 60 21 39 89 FAT CLAY,moist,brown,very stiff.(CH)
../ ., Ss Ps 2.5 26 Same as above,brown and greenish gray.
// 5". Ps 3.25 28 69 24 45 9e 0.8 98 Same as above,greenish gray,firm,stckensided.(CH)
// ,
//I. /// 20 " S7 Pa 325 2e 99 1.6 FAT CLAY,moist,greenish gray,stiff,slickensided.
SH P=1.25 19 Same as above,brawn,firm.
j • SPI
S-9 P=1,75 15 77 SANDY LEAN CLAY,moist,brown,stiff.
• 35• s.8 Ps 4,0 24 FAT CLAY,moist,brown and greenish gray,very stiff.
/. ,.
ss Same as above,stiff,
40 ,5.11 �A N=10 21
/, •
jss .•�1 S•12 SH P■2.25 22 104 1.2 85 LEAN CLAY,moist.brown,stiff.
2
.:41 19 rt cs Same as above,sandy,very stiff. r
C
$ ,s 1;N= 18 23 13 SiL.TY SAND,mast,brown,medium.
- // 60 y$SS S1 ► N=12 3o moist,brown and greenish gray,stiff.
terminated at a depth of 60t
1 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
P-POCKET PENETROMETER RESISTANCE „8a °depth end bre Nan delru aan °y Wan Caordnilas Q.Dong*weave
g VP
Qc-STATIC CONE PENETROMETER RESISTANCE a portioned RaganDinc+by RETL at at lDril �w 274rac
1APPENDIX'B'1
LOG OF BORING B-2 SHEET 1 of 1
CLIENT: Urban Engineering
.. 1,P4Rock�n6 gineering and Tasting Laboratory,Inc. PROJECT: London Area Wastewater Improvements
6t117Christi,Taws 78409 LOCATION: Greenwood Dr.;Corpus Christi,TX
f�' (4. Telephone: 361-663-4556 NUMBER: G117309
. ' Fax 361-883-4711
,.4 '. _ DATE(S)DRILLED: 6119117-03/19/17
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
- ATT!RBER0 - Holm Slam Auger
LSAIT
GROUNDWATER INFORMATION:
ext i
GW _and C."md 12.aet t dram,&ring e
t i g S F e Q 24 t a,r o+b.a w.dkgs.GIN*3 s and Cased at 154set. .E 1 to i t t
1 i 1 ig 14
g i i i al g 1,7 I g 4 2SURFACE ELEVATION: N/A
\ / i d 4 x IL PL PI B m g DESCRIPTION OF STRATUM
S-t r:1 N=5 22 FAT CLAY.moist,dark gray,firm.
1.
// 5: &2 I•P=125 28 71 21 SO 96 1.4 83 Same as above,Stiff.(CH)
S"
' S-3 I P=0.5 25 Same as above.gray,soft.
j10 y I P=1.25 29 91 1.4 F6T LAY,moist,gray,stiff.
: s,s I P=025 29 Same as above,very soft.
jj ``i6 6ci
15 - " N=WOH 32 74 21 53 67 Same as above,sandy,very soft(CH)
J
.-1/ 20 : S g N=7 24 TAT CLAY,moist dark brown,firm.
- $41,,,,
--s M P=2.75 24 Same as above,very stiff.
% 30 : 8-9 I P-2,0 22 SILTY LEAN CLAY,moist,brown,stiff.
� 35 .�s-to
-i sil
•P=325 25 96 0.7 FAT CLAY,moist,brown,firm,slickensided.
-- 1--- r
40 j Sett P=0.75 22 SILTY LEAN CLAY moist,brown,firm.
„ : ss 1 N=9 29_ 62 Same es above,stiff,with sand layer from approximately 42-feet
5 45 :S-12 +- l to 44'14-feet. /.
i
e/ 50 S"13 IN P■4.25 31 100 FAT CLAY,moist, brown,very stiff.
:
55 �S.ts
M P=4.5+ 27 96 2.2 Same as above.greenish gray.
°/ 60 -ss s N=12 23 Same as above,stiff.
Boring was terminated at a depth of 60-feet
' 11N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
i - PENETROMETER RESISTANCE Sawing depth and Imam rare drl.rr4n.dM t.r Engineering.+ °s em
gP POCKET „,o. at GPS
' Oc-STATIC CONE PENETROMETER RESISTANCE �ew Cardiogram
t"PPENDIX'B'
LOG OF BORING B-3 SHEET 1 of 1
_ �e CLIENT: Urban Engineering
'e3 Reck Engineering and Testing Laboratory,inc. PROJECT: London Area Wastewater Improvements
( 'r�0 C�;r� LOCATION: Greenwood Dr.; Corpus Christi,TX
� Ctttpue�,Tt►nas 713409
Telephone: 361.5133'4535 NUMBER: G117309
,‘ Fax 361.5634711
•-'.7'' DATAB)DRILLED: 6/19/17-6119/17
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Heim Sion Amour
f OMITS
M g GROUNDWATER INFORMATION:
Grou td.er(OW)ewe wtaourrsd at e dean at 30-teat dig dam.
W t g (W at Meet at �t tpm foll�ebdl
iL c2"f�fired ewe aw,r pleat a,d Ced at 104st
1 I SURFACE ELEVATION: N/A
s d LL PI o STRATUM
g i � � PL DESCRIPTION OF
• 8-/
14=9 24 fag=moist,dark gray,stiff.
5 : S a P=1.25 2a Same as above.
sH
- 111 Ps 2.25 23 80 21 39 95 1.1 53 Same as above,brown,with sand,stiff.(CH)
// I Ps 2.75 24 FAT CLAY,moist,brown,very stiff.
,/. 10 • s•4
/, I Pa 2.75 26 81 22 39 97 1.1 55 Same as above,stiff,slidcenslded.(CH)
15 y Sa I Ps 3.75 26 Same as above,very stiff.
C*/� 20 7 ,Pa 1.75 30 FAT CLAY,moist,brown,stiff.
y S
\�., /
// , S-acIN 3.5 27 94 1.4 Same as above,very stiff,spdcensided.
2.89 P t4=24 2 24 55 SILTY SAND,moist,brown,with clay layer,medium.
M 30 :
'' , :s x t 20 27 �, CLAY.mast,brown,very stiff.
35 Boring was temtineted at a depth of 35-feet.
A
1
7.-
i
q�
C
I
6
` N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
Owingn=Engineering.Oiling eperseene
$ P-POCKET PENETROMETER RESISTANCE per mpth eet HEM et bailor went�le N 77'41 > of
8 ac-STATIC CONE PENETROMETER RESISTANCE Boring Lemtlon.Propend Lift stolon
IArrENDIX'B'I
LOG OF BORING B-4 SHEET 1 of
.+ ' CLIENT: Urban Englneertng
•r4 Rock Engineering and Testing Laboratory.hc. PROJECT: London Area Wastewater Improvements
(.- ' 4;'R 0 C 1e 4 �aVa�rd Texas 78 LOCATION: Greenwood Dr.;Corpus Christi,TX
Telephone: 3514834555 NUMBER; 0117309
Fax 361-x63-4711
DATE(S)DRILLED: 6/20/17-6/2x17
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
' I ATTERBEflG Holm ataw Anon
s— Lair
GROUNDWATER INFORMATION:
Graaalerar COW)wr not ennotraland during drew
gc Dry La / i 221-Mo�,M Deleted� Ibadir Ow et Klee,and CIwed at 40-feet
W
al 1 1 i SURFACE ELEVATION N/A
�! / : t!_ Pt. DESCRIPTION OF STRATUM
s1 tin 4 23 70 19 51 83 FAT CLAY with SAND,moist.dark gray,soft(CK)
SH P=1.75 29 Sartre as above,gray,stiff,
5 , 5.2
-1SH 1 P= 2 0 22 Same as above,brawn.
10 ,PSti a 1.75 *22 51 17 34 96 1.0 0/3 FAT CLAY witfiSAfD,moist,brow.stiff.(CH)
8-4
• g„0/
8H Ps 2.75 26 96 1.5 Same as above,stiff.
III
SH •P=3.75 25
16 , S4 Same as above,very stiff,
C' Z0 . SM 1 pa 2.75 30 FAT CLAY,moist,brown,very stiff.
St
SH 1 p`3.0 29 Same as above.
25 . E
Boring was terminated at a depth of 25-feet.
•
A
5
S
S
i
I
c
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
more doh ofd louron wire deUredrnd by Ulm Engineering.tiling operations
b' P-POCKET PENETROMETER RESISTANCE wen performed by HETI es ops Ceentineha N 27"ii 04 sr war x 1astr.
8 Qc-STATIC CONE PENETROMETER RESISTANCE &The woman-cower mead n aloeic0mir
!APPENDIX'S'
LOG OF BORING B-5 SHEET 1 of 1
* CLIENT: Urban Engineering
fir go
Rook Engineering end Testing Laborite'''.krc. PROJECT: London Area Wastewater Improvements
6817 Leopard St LOCATION: Greenwood Dr.; Corpus Christi,TX
♦� u i .4 coma ChM,Texts 78409
NNN■■■ Telephone: 3814534555 NUMBER: G117309
'�.. Far 381-883-4711
.''b' !ATM)DRILLED: 6/19/17-8/19/17
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTEMERG Wow Stern Auger
E LIMITS
GROUNDWATER INFORMATION:
Oiaundw.br(UM was not moourr«.d during ding.
DDalryed Reedsss�at 124sst and Caged r 13.4..1.
i iil E :
o. SURFACE ELEVATION: WA
14 i t I
z a.A a LL PL PI DESCRIPTION OF STRATUM
1
j :r1 $Na 8 21 FAT CLAY,moist.darts gray,firm.
0 S8.3142I P-4.5+ 1 s 67 19 48 104 8.4 88 Same its above,hard.(CH)
s,3 'Pa 4.0 20 102 4.7 Sams as above,brown.
i 10 : S-4SH I P=2.5 21 fAT CLAY,moist,brown,very stiff.
i/ . 8-6 M Pr 3.25 123 55 18 37 84 Stine as above,with sand.(CH)
�
/ " SH I Pa 3.75 21 Sante es above.
; ts
16 - S
/
e •7
Pa 4.5+ 23 FAT CLAY,moist,brown,very stiff.
7 20 j S
y ,P=3.5 me VAN Y,,r�esat,brown, very stiff.
' Boring vras noted it a depth of 25-feet
5
a
1
I.
i
i
6
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
ts' P-POCKET PENETROMETER RESISTANCE i*misBonn*ph id _son'sSCarirud4Oben
$ mimed oY RErL et t Cam mutes N Tr 4r 52.0'W Sr 1210
8 Qc-STATIC CONE PENETROMETER RESISTANCE unse n.Prgme.d Gm*Slow POO**
{APPENDIX'8'
LOG OF BORING B-6 SHEET 1 of 1
i
le. CLIENT: Urban Engineering
s".IRock Engineering and resting Laboratory,Inc. PROJECT: London Area Wastewater Improvements
6817 Christi,T LOCATION: Greenwood Dr.;Corpus Chris,TX
�L># o c a + Carpus pardTeras 78409
Talephona: 3614334555 NUMBER: G117309
7. Fat 361483-4711
`'4DATE(S)DRILLED: 620117•8/20/17
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG ` Hoi011 Sierra Maar
g LIMITS
'S 4
GROUNDWATER
w.nonot ar need during Ming.
c INFORMATION:
i — ik 1 E 1
Hoo r Ddiyod�R Ory and Caved et tt,-keit.
g ���
e C ° 9
I o. } SURFACE ELEVATION: N/A
tl }L. 6 a U. PL Pt o 1..) ro a DESCRIPTION OF STRATUM
- ss a N=12 20 FAT CLAY,moist,dark gray,stiff.
5 . : I P•4.5+ 15 Same as above,gray and brown,very stiff.
8H 9-3 I Ps 4.5+ 19 57 18 38 105 6.6 88 Same as above,hard.(CH)
sH
ry 10 : S4 I P=4.25 21 101 3.3 FAT C1JY,moist,gray and brown,very stiff.
- SH I P=4.25 19 Same as above.
j
" SS
SH 1 tis 4.25 22 59 19 40 92 Same as above.(CH)
7 15 - Se
( 5H
r 8-7 $P=4.25 , 2e - FAT clan moist.gray and brown.very stiff.
Boring was terminated-at a depth of 20-feet
S
J
ii
C
i
O
(
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
Boring depth are location ar
tion we dear netted yr Urban Engineering.*ling �ng apeIa
$ P-POCKET PENETROMETER RESISTANCE vere performed ey REMetOn Cordnalaa N m 41'52110'err Ir 20.1tr.
g` QC-STATIC CONE PENETROMETER RESISTANCE agkr9 Lacmlion Proposed Qre y Sow Roane (APPENDIX'B'
00•
Nueces Electric Cooperative
Your Touchstone Enemy'Cooperative 4,..
November 21,2017
Ln?'(,•,_,.;,,,,:-.•-•.-
q:_•11 2,.!_-?...P:L...:,• To Whom it may concern,
.-...,.-tor•urn•
.. , The data displayed below is a list of outages we have on record for London ISD,
• •
• which is in the vicinity of the proposed lift station.
,
Dorado,' OutaaaRedD lkoodltatorrootiou .7kno1ostorod OutsipedPhase,CodomorsAdodad
267 2013-05-27.0367 5/27/2013 3:11 PM 5/27/2013 73$PM ABC 32
172 2013-11-224163 11/22/2013 934 IAA 11/22/1013 12A6 PM ABC 68
216 2013-11-224163 11/23/293 136 PM 11/22/2013 4:32 PM ABC 68
145 2014-07-22-0532 7/22/2014 400 AM 7/12/r14625 AM jABC 71
104 2014-1041-0118 10/21/2014 1014 AM 10/2112014 11581AM ABC 1
470 2015-04-22-1013 4/22/2015 3.29 PM 4/22/2015 919 PM MC 121
124 1015-11-074047,11/7/2015 3226 PM ,11/7/2015 230 PM ABC 4,921
1493 201643-19-0415 3/19/2016 12:23 AM V/20/2016 156 AM _MC 15.3
( 99 2016-05-09-0119 5/9/20161146 PM ,5/9/2016 2:25 PM A 3
141 201741-29-0165 1/23/2017 823 AM 1/28/2017 10-45 AM ABC 143
25 2017-01-31-0947 1/31/2017 1018 AM 1/31/2017 10:43 AM ABC 142
6 2017-02-20-0432 2/20/2017 461 AM 2/20/2017 457 AM ABC 153
- 1578 201748-254523 8/25/2017 4:16 PM 8/26/2017 634 PM ABC 1E3
Please note that the duration is measured in minutes. The two lengthy outages were
due to major storms.
Thank you.
NuecesEt. ic
A..f.. 41
Authorized Agent f
Jason Ramirez
Mill • .1,-,,,,,„ •..;..7-
,
IAPPENDIX 'C'
Michael York
From: Michael York
Sent Monday,November 27,2017 3:58 PM
To 'David Thornburg'
Cc Gabriel Hinojosa;Annika Gunning;William J Green(BillG@cctexas.com);Larry J. Urban
Subject RE:London area design Memorandum comments.
Attachments Design Memorandum -London Wastewater Infrastructure__20171127.pdf;Capacity
Calculation Exhibit_20171127.pdf
David,
Please find attached a revised design memorandum for your review and approval.Our responses to the city's comments
are below in red.There is an additional attachment that accompanies one of the comment responses.
Please let me know if you have any questions,or require additional information.FYI,Larry Urban will be hand delivering
a hard copy of the revised design memorandum to Keith Selman this afternoon.
Best Regards,
Michael C. York, P.E.
E` E NHG
i
From:David Thornburg[mailto:DavidTh@cctexas.com]
Sent:Tuesday,November 14,2017 8:36 AM
To:Michael York<MichaelY@urbaneng.com>
Cc:Gabriel Hinojosa<GabrielH@cctexas.com>;Annika Gunning<AnnikaG@cctexas.com>;Bill Green
cBillG@cctexas.com>
Subject:London area design Memorandum comments.
Michael the following are the comments on the information in the design memorandum
that was submitted November 3rd.
• Section II Flow calculations are based on approximately 4 homes per acre per the
city's master plan the preliminary subdivision plan shows a density quite a bit
higher than that closer to 6 units per acre. This subdivision will set the tone for the
area development, is the design for 4 units per acre realistic?
The preliminary layouts for the proposed subdivision result in a density that is close to that assumed on the
master plan.The proposed subdivision will be located on a tract of approximately 120 acres.The master plan
projected that the service area would include approximately 750 acres of residential development.It is assumed
that the average density for the overall 750 acres of residential development will be in line with the assumptions
on the master plan.Therefore,the design is based on the criteria set forth in the master plan.
• Section II emergency storage is based on the outages in the area for the last 60
months not necessarily at the lift station. Please provide the outage history for
APPENDIX 'D'
that area for the last 60 months you may use the London school complex. Identify
how much of this was from the hurricane.
Outage history has been provided by Nueces Electric Cooperative(NEC)for the London ISD area.Based on the
information provided,it was determined that adequate storage could not be provided.Therefore,the design
has been revised to show a back-up generator for phase 1.
• Storage capacity, The majority of the storage volume shown on page 7/10 48,762
gal. is in the line to the east serving the sports complex. As this is not scheduled
to be constructed it is not realistic to use it for the majority of the storage unless
there are plans to construct this line in the near future. Update the storage
capacity calculations based on what is currently proposed for construction.
See response to above comment.Storage capacity is no longer relevant as design now includes a back-up
generator to be installed with phase 1.
• The master plan calls for a 15" gravity line please provide capacity calculations to
justify the increase to 18". Increasing this to 18" will require a master plan
amendment. In order to facilitate the masterplan amendment the utility
department needs to agree and approve the capacity calculations for the upsizing
of the line.
Based on criteria set forth in the master plan,the peak design flow for the service area to the lift station will be
3,044 GPM.The lift station is located approximately in the center of the service area.Assuming the two
proposed gravity collection lines will split the flow evenly,each line will carry 1,522 GPM.The capacity for a 15-
inch gravity collection line laid at minimum allowable slopes is 1,160 GPM.This is less than the anticipated peak
flow.The capacity for an 18-Inch gravity collection line laid at minimum allowable slopes is 1,633 GPM.
Therefore,ft is necessary to use an 18-inch line in lieu of a 15-inch.(see attached capacity calculation exhibit)
• How will AEP be serving the lift station? Will there be easement requirements and
will there be costs associated with the extension of service to the site?
The lift station will be served by Nueces Electric Cooperative(NEC),not AEP.Our team coordinated with NEC
regarding electric service to the proposed lift station.Electric service will be routed from Weber,North along
County Road 33,and then East within the proposed Access and Utility Easement from County Road 33 to the lift
station site.
Michael these are the comments that we have received from the Utility
department and an internal review. Please address these comments so I can
respond to Utilities.
DT
David Thornburg
Project Manager
Development Services
2406 Leopard Street
Corpus Christi,Tens 78408
Email,ilzoddtkIcctexas com
Phone:(361)826-8451
2 (APPENDIX'D'
r London Area Lift Station No. 1
Capacity Calculations Exhibit
Total Peak Design Flow Per Master Plan Criteria: 3,044 GPM
MANNING'S EQUATION FOR GRAVITY UNE CAPACITY:
/
Q = KR2'3S1'2A
/
n f
Where:
K=1.486{constant)
R=A/WP{Area/Wetted Perimeter)
WP=2nr
CAPACITY OF 1S-INCH PVC(SDR-21) CAPACITY OF 18-INCH PVC(SDR-21)
DIA(in.): 15.00 DIA(in.): 18.00
AREA(S.F.): 1.23 AREA(S.F.): 1.77
SLOPE(%): 0.16 SLOPE(%): 0.12
MANNING'n': 0.013 MANNING'n': 0.013
DESIGN CAPACITY(cis): 258 DESIGN CAPACITY(cfs): 3.64
REQUIRED CAPACITY(gpm): 1522 REQUIRED CAPACITY(gpm): 1522
"IS-INCH UNE NOT SUFFICIENT** "18-INCH UNE SUFFICIENT"
Notes:
1. Criteria for values used in the above calculations was obtained from the Adopted London Area Wastewater
Master Plan(see Exhibit'A'of this Memorandun),and from the Adopted Allison Service Area Wastewater
Master plan(see remainder of Appendix'D'.
2. In accordance with common practice for this area,it is assumed the proposed gravity wastewater lines wilt
be installed at the minimum allowable slopes.
3. Lift station is proposed approximately in center of service area.Therefore,it is assumed each of the two
proposed gravity collection lines will carry approximately half of the total peak flow.
.APPENDIX'D'�
WastewaterCollecdon System Design
20 feet. Selection of locations for lift stations and force mains were dictated by topography
while avoiding parallel gravity lines and force mains wherever possible.
3.3 Summary of Sanitary Sewer Collection System Design
The sanitary sewers included in this master plan were designed on the basis of
information contained in the proceeding paragraphs of this section. A brief description of this
information and assumptions, which were used as a basis for the design,are outlined below:
•
I. Ground elevations were obtained from Lidar-produced topographic maps
furnished by the City of Corpus Christi.
2. Area served by a sewer assumed to be fully developed.
3. Peak domestic flow= M x Average Domestic Flow where M =5/P'5;where
P=population in thousands of contributing sub-basin.
4. Infiltration=400 gal/acre/day.
5. Design Flow=Peak Domestic Flow+Infiltration.
6. Upper end of small lateral to have a minimum depth of 5 feet.
7. Minimum size of pipe for trunk mains= 10 inches.
8. Minimum design velocity=2 ft/s.
9. Capatity:of pipes b od.on Metuungis•fortnuls 4-rAt6iiiTitV
l0. Rouness Favor:n=0.0!3.
3.3.1 Pipe Size
•
Based on the minimum velocity of 2 ft/s,Tables 3-3 below was generated using
Manning's formula. It illustrates the minimum and maximum slopes and pipe capacities for
several sizes of pipe.
APPENDIX 'D'
City of Corpus Christi 3-5 fat
Wastewater Collection System
Master Plan-
Allison Service Area
Wastewater Collection System Design
Min Max
S%Mtn Q(ds) Q S%Max Qfied
8 0.4 0.764 0.494 8.4 2.263
10 0.29 1.179 0.762 6.23 3.533
12 0.22 1.671 1.080 4.88 5.085
▪ 35 0i.16 2.583 1.869 3.82 7.941
38 0a12 3.638 2.351 2.83 11.417
21 0.1 5.009 3.237 2.3 15.526
• 24 0.08 6.396 4.134 1.93 20.305
27 0.06 7.583 4.901 1.62 25.488
30 0.055 9.616 8.215 1.43' 31.690
33 0.05 11.822 7.641 1.26 38.355
36 0.045 14.144 9.141 1.12 45.605
�-- 39 0.04 16.508 10.669 1.01 53.613
Table 3-3.Minimums and Maximum Pipe Slopes and($pac1es
3.3.2 Anticipated Wastewater Flows
Based on the parameters and assumptions outlined in this section, anticipated wastewater
flows were calculated for all sub-basins in the service area. Appendix A illustrates the Quantity
of Wastewater Flow for each land use based on area and population. Using the charts in
Appendix A, Appendix B was developed to illustrate the anticipated wastewater flows in each
wastewater basin,and furthermore, in each sub-basin.
3.4 Lift Station Analysis
Lift Station analysis was performed by anticipating all upstream wastewater contributions
and comparing this result with the existing capacity for each station. Proposed lift stations in the
system should be designed to handle the anticipated wastewater flows. There are thirteen
existing lift stations and seven proposed lift stations in the Allison Service Area. Each lift station
is tabulated in Appendix C.
-APPENDIX'D'
City of Copus Christi 3-6
Wastewater Collection System
Master Plan-
Allison Service Area
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Exhibit 4
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MING CREEMOD
N NIAS1EWA1ER 1REAIMENT PLANT
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18' GRANIY LNE 'A' eip
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C.R. 43 NKR ROAD)
N EXHIBIT OF PROPOSED
LONDON AREA MASTER PLAN
1118 WASTEWATER
I Li - ENGINEERING
INFRASTRUCTURE
Note: Ws eshbit was revised per city request on Mach 27,
rn
= nyNO 2018 to reflect a change n siu o1 gravity sanitary sew
o zm N°�Oi,CCaF15.al10. n a lines. The sizes shorn an this revised ashbit are coag i ent
not ser .341 J'�'� with the sites shorn on the citys revised Landon master
3 sanitary sew plan which was presented to planninga a«aaeteo commission on 3/21/2018.
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Exhibit 5
• Eng Michael C Yolk P E OPINION OF PROBABLE COST March 26,2018
for Job No 42900 8700
LONDON AREA MASTER PLAN
URBAN ENGINEERING REIMBURSABLE
TBPE Firm Na.145 SANITARY SEWER IMPROVEMENTS
ITEM DESCRIPTION ' QUAN. QUAN. UNIT UNIT TOTAL
+5% PRICE COST
NEW LIFT STATION
1 Mobilization.Bonds Insurance 1 1 LS 518 00000 518,000 00
2 -Lift Station No 1 1 1 r LS 5425 000 00 $425,00000
3 L.if Station No 1 Access Road 2 924 3.070 SY $50 00 5153,500 00
'NEC Cost Estimate To Provide 480 vi3 Ph
4 Overhead Power LS Site 1 1 LS 5100.000 00 5100,000 00
5 'Emergency Generator eft Foundaton 1 i LS 5110000 00 S110,00000
LIFT STATION CONSTRUCTION SUBTOTAL: sa01,500.00
Contingencies 4 15% 5120,976.00
LIFT STATION CONSTRUCTION TOTAL: S927,47S.00
EASEMENT COSTS: TBD
ENGINEERING,SURVEYING,STAKING,IS TESTING 0 12%: $112,000.00
SWPPP ITEMS: $7,500.00
LIFT STATION GRAND TOTAL: 51,048,975.00
NEW 18'FORCE MAIN TO GREENWOOD WWTP
1 Mobilization,Bonds Insurance 1 1 LS $38 000 00 $38,000 00
2 16"C900 PVC Ford Main(Green Pipe) 8 896 9 341 LF 57500 5700,575 00
3 16'DSI 90 Degree Bends(MJ) 3 3 EA S2,150 00 $6,450 00
4 116"D 145 Degree Bends(MJ) 5 5 EA S2.150 00 $10.750 00
5 16"D 1221/2 Degree Bends(MJ) 3 3 EA S2,150 00 $6,450 00
6 :16.13 111 114 Degree Bends (MJ) 3 3 EA 52,150 00 $6,450 00
7 16"Plug Valve and Valve Sox(MJ) 5 5 EA $7,80000 539.000 00
8 Arr/Vacuum Valve Installations 3 3 EA 512,25000 536,750 00
9 Wal Pointing-Force Main 2.000 2 100 IF 550 00 5105,000 00
10 Asphalt Pavement Repair(Existng) 120 126 SY 550 00 56,300 00
11. Concrete Pavement Repair(Exist.Driveways) 300 315 SF 51000 S3,150 00
12 Directional Bore Oso Creek-16"Fusible PVC 1,384 1 453 LF 5400 00 5581,200 00
13 Construct Honzontal Directional Drill Pads 2 2 EA 530 00000 $60.000 00
14. Tie to Wastewater Treatment Plant 1 1 LS $25 000 00 525,000 00
15 Traffic Control 1 1 LS 57.500 00 57,500 00
16 Marker Signs 20 20 EA 5150 00 53,000 00
17. OSHA Trench Protection•Farce Main 8,896 9,341 LF S1 50 $14.011 50
FORCE MAIN CONSTRUCTION SUB-TOTAL: $1,649,588.50
Contingencies 515% 5247,437.9E
FORCE MAIN CONSTRUCTION TOTAL: 51,897,024.48
EASEMENT COSTS: TBD
•
ENGINEERING,SURVEYING,STAKING,&TESTING®12%: $230,000.00
SWPPP ITEMS; S20.000.60
FORCE MAIN GRAND TOTAL: $2,147,024.48
T4i1i/
i*`.- 1 .:"' to
I
... .MICHAEL C.YORK .
i1;.. 124938• ,Y„° i4'/s
k,-%Wo
S'orcects 42DODup429C043700/cntratt iornlnistratwn Ewmawg'Anat Cost Es!mate 15 to Drown wound lgaoe_2 t itab to Spats-24 to LS 1 or 2
- ., ............_...__....._....—.....___M_.,...,,.._. .,m–••--. �. ..i..,.._.. -
•
Exhibit 5
t ry fd ;t C Y ,' P E OPINION(31 PROU.Af3LF t.OS1 f.4;:c1 26,21Y6
10- Jzt.:fi,^. 229C( 13 Cf0
LONDON AREA MASTER PLAN
URBAN ENGINEERING REIMBURSABLE
TBPA F.:rr No 145 SANITARY SEWER IMPROVEMENTS
ITEM DESCRIPTION QUAN. QUAN. UNIT UNIT TOTAL
+5% PRICE COST
LINE'A'Gravity Sewer(West of Lift Station to CR 33)
1 Mob.'za'on Bonds Insuran:e 1 LS 51$000 00 $'6 000 00
2 24 PVC SOP 21 (23'-30 Cut 35 35 LF 5460 0: 517 450 00
3 18 PVC SDR 21 (26'•3C Cut. 1 351 :419 LF $35500 5545 31500
4 Embed'-e-it 1 387 1 456 LF 57 50 $10 920 00
5 OSHA Trenoh Prote:t•on 1 387 1 456 LF 59 50 512 376 00
6 Wef)Pointing 1.337 1 456 LF $5000 572 830 00
7 5 Diameter Gtarmo'e 128-30 Deep 5 5 EA $14 75000 $73 750 00
LINEA'CONSTRUCTION SUBTOTAL: $749,641.00
Contingencies 6 15% $112,446.16
LINE'A'CONSTRUCTION TOTAL: 5862,097.16
EASEMENT COSTS: TBD
ENGINEERING,SURVEYING,STAKING,&TESTING 612%: $105,000.00
SWPPP ITEMS: $10,500.00
LINE'A'GRAND TOTAL: $977,587.15
LINE'B'Gravity Sewer(stub out to East of Lift Station)
1 Mooi zatron Bonds Insurance 1 1 LS $10 000 00 510 000 00
2 21'PVC SDR 21 12W-30 Cut) 120 126 LF 5415 00 552 290 00
3 Embedment 120 126 LF 5750 5945 00
4 OSHA Trend'Protection 120 126 LF 59 50 51 071 00
5 Wel Point ng 123 126 LF $50 00 56 300 00
LINE'B'CONSTRUCTION SUB-TOTAL: 170,606.00
Contingencies 615% 510,590.90
LINE'B'CONSTRUCTION TOTAL: 581,196.90
EASEMENT COSTS: TBD
ENGINEERING,SURVEYING.STAKING,&TESTING 612%r $10,000.00
SWPPP ITEMS: $3,500.00
LINE'8'GRAND TOTAL: 594.696.90
PROJECT COST SUMMARY
New Lift Sato $1,046,975 00
2 New Force Ma n to Greea;ood V'N±TP 52,147,024.46
3 LINEA Gait/Sewer West of Lift Station to CR 33 5977,587.15
4 I INE B G'av•ty Sewer Imo a.t to East of Lift Stator $94,596.90
ESTIMATE OF TOTAL PROBABLE PROJECT COST 54,266.263.53
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DISCLOSURE OF INTERESTS
City of Corpus Christi Ordinance 17112.as amended.requires all persons or firms seeking to do business with the
City to provide the following information. Every question must be answered. If the question Is not applicable.
answer with'NA'
NAME: aj2A s EZ. NI,�•i*JAI L�st �". 1z
STREET: s. -5 7 Yotz(L�LAA CITY: C .5 Cl!I!S1 ZIP: 7$ t 3
FIRM Is. Corporation 0 Partnership 0 Sole Owner 0 Association ❑Other
DISCLOSURE QUESTIONS
If additional space is necessary,please use the reverse side of this page or attach separate sheet.
1. State the names of each "employee" of the City of Corpus Christi having an "ownership interest"
constituting 3%or more of the ownership in the above named"firm".
Name Job Title and City Department(if known)
2. State the names of each "official" of the City of Corpus Christi having an "ownership Interest"
constituting 3%or more of the ownership in the above named"firm".
Name Title
3. Stats the names of each "board member"of the City of Corpus Christi having an "ownership Interest"
constituting 3%or more of the ownership In the above named"firm".
Name Board.Commission.or Committee
4. State the names of each employee or officer of a"consultant"for the City of Corpus Christi who worked
on any matter Mated to the subject of this contract and has an"ownership interest"constituting 3%or
more of the ownership In the above named"firm". .
Name Consultant
CERTIFICATE
I certify that all information pr•• •-• true a • .i"as of date of this statement,that I have not knowingly
withheld disclosure of any in • . • requested -. . that su tal statements will be promptly submitted to
the City of Corpus Christi,T= . j- ranges ..
Certifying Person . _ �
�I/!L' Cf 6/4/ The:
exec vP
(Print) '
Signature of Certifying Person: /.i,!�J _ — Date: 3//Iow
i4'
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cTATEMNT 27 MAX
Exhibit 7
CITY OF CORPUS CHRISTI
DEVELOPMENT SERVICES
2406 LEOPARD STREET
CORPUS CHRISTI,TX 78408
Doc. 2018021586
$ Pases 65
05/17/2018 2:52P11
Official Records of
NUECES COUNTY
KARA SANDS
COUNTY CLERK
Fees $267.00
Any Provision herein which restricts the Sale►
Rental or use of the described
REAL PROPERTY because of Race► Color,
Relision► Sex► Handicap► Familial Status• or
National Orisin is invalid and unenforceable
under FEDERAL LAW► 3/12/89.
STATE OF TEXAS
COUNTY OF NUECES
I hereby certify that this instrument was FILED
in file number sequence on the date and at the
time stamped herein by me► and was duly RECORDED
in the Official Public Records of
Nueces County► Texas
KARA SANDS `
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