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C2018-288 - 5/8/2018 - Approved
Dv•= 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: 2018-288 5/08/18 896 linear feet 16-inch PVC force main; (2-6 feet deep) Ord. 031427 Braselton Custom Homes Ltd. INDEXED 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; civil 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 lotlacreage 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 https://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 https://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/governmenticity-secretary/conflict- disclosure/index Page 7 of e EXECUTED IN ONE ORIGINAL this I ' day of VI_ , 2018. ATTEST: CITY OF CORPUS CHRISTI ✓/, ' 1 Re ecca Huerta K-i h Selman City Secretary Assistant City Manager, designee of the City Manager APPROVED AS TO FORM: A r v, i 16 , 2018 g IIT� � 2 AQUTHUiiI[t Buck Brice, Assistant City Attorney lCll For the City Attorney '0,P SECRET/0 Develope . Braselton,. - • Hoie • s By: B/- Braselton -P�* ULTRA V PENA STATE OF TEXAS § '°P.......m` z; ,*i••; NOTARY PUBLIC '' %�� 'b' State of Texas +_ Comm.Exp.12-02-2019 '. of•: COUNTY OF QSU- § This instrument was acknowledged before me on 2018, b�� \ y Bart Braselton, President, Braselton Custom Homes, a Texas o poration, on behalf of said corporation. r Notary Public's Signature RECORDER'S MEMORANDUM } CLERK'S NOTE: Error in Acknowledgment Page 8 of 8 EXHIBIT 1 , , t • { .v.•::.-,` 1 t• :,1.1 Y' {c 4 A ( i UI' tt1 t t � fi �> yfi` iia i ii a I : t . ify,,,,,i, . • y • • if. I 1 1 1' ft { r Al.., II . e I ik r�: i t' 1 I �i.. :41- t f 1 / RECORDERS MEMORANDUM At the time of recordation,this instrument was found to be inadequate for the best photographic reproduction because of illegibility, carbon or photocopy, discolored paper etc. All blackouts, additions and changes were present at the time the instrument was filed&recorded 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 • -fin. ce No. 17396. $4,266,283.53 is the construction cost, including Engineering and Surv' In. as shown b e cost supporting documents attached herewith. /y/& Ba 47 Son, Vi. resident Da e Br; elton Custom Homes, LTD. THE STATE OF TEXAS § COUNTY OF \WQQL6 § p( This instrument was acknowledged before me on` t /�r) I 1rk 2018, by --Thad L1 'J l kb°`�T'dUl , °" CI un QYls + , of Braselton Custom homes LTD., a Texas Corporation, on be f the said corporation. ULTRA VPENA �, 0,-- Notary "�`+. NOTARY PUBLIC ''�e '.: �; State of Texas Notary Public in and for the State of Texas F•' Comm.Exp.12-022019 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, r.: ( rzx Ja/s Deve pment Services Engineer (Date) • Exhibit 3 p\ 8 /At MEMORANDUM ,ssz DATE: April 12, 2018 FROM: David Thornburg 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 SERVICESWPPLICATIONS FOR LAND SUBDIVISION 1-Braselton Wastewater Plan and Infrastructure Constwction\Legistar\Design Memorandum Memo.doc Exhibit 3 DESIGN MEMORANDUM For: 0)Cti- \IV IA 1°1 • London Area Wastewater Plan Lift Station No. 1 * 1 1-CUs Ghfist oty November 3, 2017 of Go t SeNI0es Revised: November 27, 2017 De elopme Revised: December 18, 2017 Wait A London Area Wastewater Plan -Proposed ! .aa ,.Pena i....lr rlawlwrr.wt - Own d _. t'__ ` ' 7 T —/oroe law r. Cinwry Liar ]/..rr/... Dill Ilona 4.o ttiww w r r r r_Ju to....NW..n..w r...1. Ca+r•rta. a.n.eti�r wawa.11.1••••••a kr. [Item 4•••:1•16.61 A.1iono Jr•.:CD•Cl 11...aa-2IY•wa w, Low D..Yr a..e.sI r..r..•..Mow M.ory Dreary p..wntr] ow wwwn.J...-.....w....+n ao wow wmol.r.Iq.tae 1 waY..a+.w.wMoan.....r.bow*•ares wear., r1/.a W. ..I I W M w•I.wvw.w.Iw.....wwww.ww e - 1 i f J _ - - 0 I IGLU I E N., I I eomot�J , ; • I of1-.0•9! Of Prepared r ' EFTEtt • Urban Engineer ng ;* • .*i ;* '` «�i e i MICHAEL C.YORK i /*' 2725 S';�antn r L? w .•• v $-"t,ApRK A .141.61bf i Corpus Christi Texas 7846- 'f 4;*- 124938, Villi1� yI.•';- 62015 :'�� TBPE FIrrn10145 �` %%�\i�ii�L..t- ` 1 itq� .9FAQALE ititi , ILE URBAN UE Job No.42900.67.00 4 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 Well Detention D. PUMP HEAD CALCULATIONS E. LIFT STATION EMERGENCY PROVISIONS I. 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. Lift 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 Sleben 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) ILIE ENGINEERING 1 I.n'Idnr hrea! u aste'.ater Pear VLH 't Stager V- ' 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 1470 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 IN). 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 cavy 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 will do so at no additional cost to the city See the Capacity Calculations Exhibit included with Appendix TT 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 ICED in TAC 30 Chapter 217 and will conform to the City of Corpus Christi standards Lonc:' Fvea flastawatc' P.an 1I/ H L.t Statsr No I Iti ENGINEERING3 Page ES p12 EXECUTIVE SUMMARY The proposed lift station will pump into a proposed 16" 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 backfill will conform to applicable City of Corpus Christi standards. La it in Av ea Was!ewaleP:er- II�, ll�� URBAN !�r. Stator No \err ENGINEERING Pa4e ES 2 :11: • 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 lit station per the London Area Wastewater Plan. The proposed new sanitary sewer infrastructure includes a gravity sewer system, a lift 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. SH 286 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 rift 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 PlantE URBAN Lift Station No 1 ENGINEERING Page 1 of 10 SECTION I - INTRODUCTION C. SITE DEDICATION The lift station site will be located on city property. 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. Lora"' Area b�asewa's Pa'l tlEURBAN 1 LH Station NJ 1 ENGINEERING Page i d I� SECTION II - LIFT STATION DESIGN CRITERIA A. SITE SELECTION The new London Area Lift Station No. 1 will be located on the City's property south of the Ow Creek and will be designed such that it can serve the entire service area by gravity (See Exhibit A for approved wastewater plan). Metes and Bounds with exhibit will be developed for the site that the lift station will encompass. The site will be large enough to construct the Phase 1 lift station wet well and allow construction of future wet well to expand the pumping capacity. B. DESIGN 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 gallons/day/acre 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 more detailed information of the service area and land use acreage used to develop the design flows. 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 'medlar 20 Hp 1230 GPM @ 41.6'TDH London Area Wastewater Plan Lift Station No 1 UmRAN Page 3 of 10 SECTION II - LIFT STATION DESIGN CRITERIA Phase 1 Lift Station Flow Calculations Persons GPO Per Peak flow Add Total Acreage Land Use Pentre Person Factor Without l/I I/1 Flow (GPM) (GPM) (GPM) 109.06 Low Density Residential(Brown Tract) 14 100 3 319 30 349 60.72 Regional Sports Comdex(per HMI 28 GPM - 3 84 17 101 50.00 Oev Mound Sports Complex 30 30 3 94 14 108 81.97 London School-Existing Phase I:Avg.=14 GPM - 3 42 23 65 301.75 539 84 L 623 PH1 SAY 62.5 GPM Phase 2 Lift Station Flow Calculations Persons GPO Per P ale Flow Add Total Acreage Land Use PerAcre Person Fa tor Without Ill I/I Flow (GPM) IGPMI IGPM) 109.06 tow Density Residential(Brown Tract) 14 100 319 30 349 4.99 Parks(Brown Tract) 10 20 3 2 5 60.72 Regional Spans Complex(per HDR) 28 GPM - 84 17 101 50.00 Dev Around Syons Complex 30 30 94 14 108 81.97 London School-Existing Phase I:Avg.•14 GPM - 42 23 65 Landon School-Future Phase it:Avg•8 GPM - 24 24 13500 Low Density Residential 14 100 394 38 431 15.00 Medium Density Residential 35 100 110 5 115 1000 Commercial 30 30 19 3 22 466.74 1089 132 I 1220 PH2 SAY 1220 GPM Ultimate Lift Station Flow Calculations Persons GPO Per Peak Flow Add Total Seam Land Use PerAcre Penn Factor Without l/1 I/1 Flow IGPMI (GPM) IGPM) 109.06 low Density Residential(Brown Tract) 14 100 3 319 30 349 4.99 Parks(Drown Tract) 1D 20 3 3 1 5 60.72 Regional Sports Complex(per HDR) 28 GPM 3 • 84 17 101 50.00 Dw Around Sports Complex 30 30 3 94 14 108 81.97 LondonSchool.Existing Phase l:Avg.•14 GPM - 3 42 23 65 London School-Future Phase It:Avg•8 GPM . 3 24 24 632.24 Low Density Residential 14 100 3 1,844 176 2.020 43.23 Medium Density Residential 35 100 3 316 13 329 19.68 Commercial 30 30 3 37 6 43 1,001.89 2763 281 I 3044 ULTIMATE FLOW=3,050 GPM London Area Wastewater Plan Lift Station No 1 LE ENGrvNEEAf31NNGG Page 4 of 10 SECTION II - LIFT STATION DESIGN CRITERIA C. WET WELL DESIGN 1. WET WELL 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)I(4 .7.46) V=Active volume(cubic feet) D = 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 fora fiberglass round wet well are: Diameter 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. • L orlon Ar=a Nas!evoater Par IEURI3AN Lift Stal.or Nc ENGINEERING Page 5 o' L SECTION II - LIFT 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 = Detention Time in the wet well Te = (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 Well 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)+ (1,881/(1,230-1,220))=203 min. D. PUMP 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. LIFT 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 URBAN Lift station NoILE t ENGINEERING 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 lines, 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 far 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 • 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 sort will likely be required for some of the construction elements. London Area Wastewater Pian tIEURBAN Lift Station No 1 ENGINEERING 1 Page 7 of 1 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 Lona. Area VJaste,ate Pa- tiEVIREIAN L P S•a on Nr. 1 ENGINEERING Page 8 ofG SECTION III - PROPOSED IMPROVEMENTS A. LIFT 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 as 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 well 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 TCEO 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 B" 01A. 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 lift station wet well downstream of the above ground discharge piping. Lancer Area Waste/vale'URBAN L'ir S'auon No 1 tE ENGINEERING Page 9 or Ie SECTION III - PROPOSED IMPROVEMENTS 6. Odor Control Since the proposed re 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 blo-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 lift 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 5' tall 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 SEWER 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 Wastewate-Plan Lift Station N: 1 ENGINEERING Page cl lj EXHIBITS Exhibit'A' —Adopted London Area Wastewater Master Plan Exhibit'B'—Basis of Design Exhibit it —Project Overview Exhibit —Opinion of Probable Cost Exhibit'E'—Lift Station Exhibits t onion t:rea Vvastewu:ei P a tiEURBAN 1 Lrfl Station NO 1 ENGINEERING J . — ----..._� --- --� — . � � .c . a t} { \ \ ■ } ƒ ` $E ` !111221.1. a w ! { H \ /i { { E= | ! |■■t._, ff { B !| | -.i_.' ! f\ ! ) g I ` k% - E ) ! ! _ {{ E 7 !/ tf ,! i ƒ ` _:. ..k 2 4 /\ - v , fit I) ;® !� d ƒB7 H ƒh : | k�| I ��2 af\ sv �� } i .%v G fE{ \�{ §/ } 11 # x 5 |# q %f . 5) 7 )!; ' - >ƒ! f|% , « 74! ! . £ �! ; �. £ o fa f $ in -1 :".........%***"... .....s.---.....--.'""...............(1) � ---4a3 # » § c I :2. I i a 2 i L. @IN 4-6 a 2 ci / 7 \ o e - 3E < ; : s < — \ / c ' . , C kta £ z � � � f � A 0 � � � � » / E2ok . ) �C 0 § A ƒ k � \ � ° 7 } ) c.7 0 3 ■ qa r0 .-I EXH IB IT Xti .�. L.o t02.`afro>vaIm -_ .A. M enivo ` NYid 2ill.WA !SYM VW.' NOON()' 1( ♦ r1 ge _ ONItl33NION3rii I „v .cs,a CLIP II NJIS3G JO S SVE • tannin a $! �� a ' 111 6 -...."-..-,C0)./71 Sgt �(b ° . ,� 1§ Iltii3 � CA"' ,yy �• OUDID � �t! %O54 1 = �y ..?d 6. �. ._? yj C' i If / 01• M I lrC O i o • gCO hW ce ► �_ t ^Z ,r �o l'. in ZE �! �I li ` r �Z- . t �z oo�p o- . NQw wQ / a : • aiv \ii ��a J . � tritIX UT 1 t •,�, vN t!a;m • • C'SI O:U ,....., i < � ., U __ka..„ :::• al) n xa11.7:744414444%, I:L.I In [i7 80 IU s Q L.Isr.•11140r0 ~V ., t£ �/ weZQ Thc gi' ID CC • 000 1, rnz j , aom .\ 00 Cfs AN : mNI-. ' _ wZ J NJ Q ••u•t••u•u1• • Z p ••f...• — O :�4O LJ • in •,•• Z � Q 1 Z z0 A Las • O •t••••t•tgt•tl r a EXHIBIT 'B' 1 � EXISTING GREENWOOD71 ti d s�4T-, N WASTEWATER TREATMENT PLANT / 60.D o 750 1500 3060 e inmmnini GRAPHIC SCALE ��/ 1'.1500, LEGEND — ,-. — PROPOSED SANITARY SEWER FUTURE SANITARY SEWER / -ti ^ PROPOSED FORCE MAIN ... 16' PVC FORCE MAIN - -- PROPERTY UNE TO EXISTING MANHOLE '� e ow CREEK / f-----'r / e \ �/ 11§it-- e N,it __ b ,7 �,,�-----�,. I /// \ BROWN7 / LIFT STATION `\ TRACT / \ / ' 24" GRAVITY UNE 'A' � ss -1 -21' GRAVITY UNE '8' / L__i fg L_- ---off 18' GRAVITY UNE 'A' a' til C.R. 43 (WEBER ROAD) EXHIBIT C e + EXHIBIT OF PROPOSED URBAN LONDON AREA MASTER PLAN .- LI WASTEWATER aENGINEERING INFRASTRUCTURE m I Note: This exhrbil was revised per city request on March 27, TB' lint its 1/ tBRs FRUNO.10:1324032018 to reflect a chonge in size of gravity sanitary sewer 5. 2725 Swum"CR CORP%%046511.TX 7sw4 lines. The sizes shown on this revised exhibit ore congruent rx P1wrrt. 26,154.3 C I wow UrtBAENG CCM with the sizes shown on the city's revised London master 5 sanitary sewer pion vrhich was presented to planning wa ,ioe Ha 4290197.00 commission on 3/21/2018. S•,,r:...r.r -.,.,,.c -. .,: . :..,;:... .. ,,.,r ....rn�srxh r4yk+:!rr tmanVl Derans< .,:..:,...., :.. _ ...+.. .,_.. ..,.,.r.:�r.:< 1 n.rlsm.,-.cnrq ,:9S75L+Y Eng Michas:C Yors P E OPINION OF PROBABLE COST March 26 2018 for Jab No 42900137 00 LONDON AREA MASTER PLAN URBAN ENGINEERING REIMBURSABLE TBPE Firm No 145 SANITARY SEWER IMPROVEMENTS ITEM DESCRIPTION DUAN. GUAN. UNIT UNIT TOTAL +5% PRICE COST NEW LIFT STATION 1 Mobezation Bonds Insurance 1 1 LS $18 000 00 518 000 00 2 Lift StaIon No 1 1 1 LS $42500000 $42500000 3 Lilt Station No 1 Access Road 2 924 3,070 SY $5000 $153,500 00 NEC Cost Estimate To Provide 460 v/3 Ph 4 Overhead Power LS Site 1 1 IS $10000000 $100,000 00 5 Emergency Generator w/Foundat on 1 1 IS $11000000 $110,00000 LIFT STATION CONSTRUCTION SUBTOTAL: 1806,500.00 Contingencies(a 15% 5120,976.00 LIFT STATION CONSTRUCTION TOTAL $927,476.00 EASEMENT COSTS: TBD ENGINEERING,SURVEYING,STAKING.&TESTING€12%: 5112,000.00 SWPPP ITEMS: 57,500.00 UFT STATION GRAND TOTAL $1,048,976.00 NEW 16'FORCE MAIN TO GREENWOOD WW TP 1 Mo00wtion,Bonds Insurance 1 LS $3800000 $38,00000 2 16'C900 PVC Force Main(Green Pipe) 8.896 934 IF $15.00 5700575 00 3 15"01 90 Degree Bends(MJ) EA $2,150.00 5645000 4 16'D 145 Degree Bends(MJ) EA $2150.00 110,750 OD 5 16"01 2212 Degree Bends(MJ) EA $2,150.00 $6,45000 6 16"D 1111/4 Degree Bends (MJ) EA $2,150.00 $6,45000 7 16"Plug Valve and Valve Sox(MJ) EA $7,500.00 539,00000 8 Air/Vacuum Valve Installations EA 112,250.00 $36,750 00 9 Wed Pointing-Force Main 2,000 2,100 IF $5000 $105,00000 10 Asphalt Pavement Repair(Existing) 120 126 5Y $50 00 $6,30000 11 Concrete Pavement Repair(Exist Driveways) 300 315 SF $1000 53,150 00 12 Directional Bore Oso Creek-16'Fusible PVC 1,384 1453 LF $400 00 $581,200 00 13 Construct Horizontal Directional Drill Pads 2 2 EA $30,000.00 $60 000 00 14 Troia Wastewater Treatment Plant 1 1 LS $25000.00 $2500000 15 Traffic Control 1 1 L5 $7500.00 $7.50000 16 Marker Signs 20 20 EA $15000 $300000 17 OSHA Trench Protection-Force Main 8,696 9,341 LF 61.50 $1901150 FORCE MAIN CONSTRUCTION SUB-TOTAL: $1,649,688.60 Contingencies 6 15% 5247,437.98 FORCE MAIN CONSTRUCTION TOTAL: 51,897.024.48 EASEMENT COSTS: TBD ENGINEERING,SURVEYING.STAKING,&TESTING®12%: $230,000.00 SWPPP ITEMS: $20,000.00 FORCE MAIN GRANO TOTAL: $2,147,024.5 J 0: '187 i.MICHAESi-C..YORK 4 v. 124938 ;c "V24/45 5Ve,;..CFNSEVG�;Zki $4. ONALE1' SONoiteew2fMupM29001a1p01Cw,Kt AdmlnistraborEaLmEncrEina1Call Eaumaa_15 to Brown wowed Aevpjl Nm N Sports 24t 1 DI 2 Eng Michael C York P E OPINION OF PROBABLE COST March 26,2018 for Job No 42900 57 00 LONDON AREA MASTER PLAN URBAN ENGINEERING REIMBURSABLE TRPS Firm No 145 SANITARY SEWER IMPROVEMENTS ITEM DESCRIPTION DUAN. DUAN. UNIT UNIT TOTAL +5% PRICE COST LINEA'Gravity Sewer West or Lilt Station to CR 33): 1 Mobilization Bonds,Insurance 1 1 LS $1600000 516,00000 2 24"PVC SDR 21 2B-3(7 Cut 36 38 LF 546000 517.48000 3 18-PVC SOR 21 28'-3C Cut 1,351 1,419 LF $38500 5546,31500 4 Embedment 1.387 1.456 IF 5750 510.92000 5 OSHA Trench Protection 1,387 1,456 IF 58.50 512.376 00 6 WeM Pointing 1,387 1,456 LF $50.00 572.80000 7 5'Diameter Manhole(28-30'Deep) 5 5 EA $14750.00 573.75000 LINE'A'CONSTRUCTION SUBTOTAL: $749,641.00 Contingencies B 15% 5112.146.15 LINEA'CONSTRUCTION TOTAL: 5682,067.15 EASEMENT COSTS: TBD ENGINEERING,SURVEYING,STAKING,6 TESTING a 12%: $105,000.00 SWPPP ITEMS: $10500.00 UNE'A'GRAND TOTAL: $977,587.15 LINE'B'Gravity Sewer(stub out to East of Lift Station) 1 Mobilization Bonds,Insurance 1 1 LS 510 000 00 510,00000 2 21"PVC SDR 21(25'-30 Cut) 120 126 LF $41500 552,29000 3 Embedment 120 126 LF $750 $94500 4 OSHA Trench Protection 120 126 LF 5650 $1,07100 5 Well Pointing 120 126 IF $5000 56,30000 _ LINE'8'CONSTRUCTION SUB-TOTAL: $70,606.00 Contingencies @ 15% $10,590.90 LINE'S'CONSTRUCTION TOTAL: $61,196.90 EASEMENT COSTS: TBD ENGINEERING,SURVEYING.STAKING,&TESTING®12%: $10,000.00 SWPPP ITEMS: 53,500.00 UNE GRAND TOTAL: 594,696.90 PROJECT COST SUMMARY 1 New Uft Station $1,048,915.00 2 New Force Main to Greenwood VWVTP 52,147,024.46 3 LINEA'Gravity SewerjWest of Litt Station to CR 33 5977,687.15 4 LINE 8'Gravity Sewer(stub out to East of Lift Station) $94,696.90 ESTIMATE OF TOTAL PROBABLE PROJECT COST 54,265,25153 Note 1 This cost estimate was revised per city request an March 26 201810 reflect a change in size of gravity sanitary sewer lines The sizes shown on this revised estimate am congruent with the sizes shown on the cdys revised London master sanitary sewer plan which was presented to planning oommislon on 32112018 'rel, U '4.9c *el MICHAEL C.YORK j /._z 4/4 Ii 61$ 124936 0%04ENSEO:\;�roW� 5Pt .a.14200Ou1:442904457u0'Coning bnlneYakm!EnmalpF,nn CostE,3mm re to em,n.round Agope_11.wiz to Sports.24 10 LS 2 oft \ II \__ \ 1g �\ N. \ ! i+NI- C\\ I 9l P ! 7 2 Ia ,\ v il a �! 1 UFT STATION SITE PLAN _ '� •• ~•� •_.. ii ENGINEERING 3 5 C is6 LOOM aft YAMS RAN e 1 m i \__� \o °E a� V d 9l? i te -/� • *.A r r s E ' o „v, / yoa r • \ — i _ _ \ 1 i f LIFT STATION SITE DL£NSION - c 1/iOAN ... .e.a �� �� ENGINEERING PUN LEMON �� - - e +1-.4•S:] WAERWAy1S NEVEMOJ SE �""' ... v..., ., ip ' €! ' ili€s _ 1", Ir— 1 imsi ti' pig I`!!1 ' =ji ,��4 �I °f �,I� Fill -.. III! ' ! p! fi : t _\ fi fii � I IN of 5- a t I 7 a f � E a i 3 a s " ss I sq 4Q iZteS Ito ti t I EGOAN LFT STATION ACCESS ROAD `wi Bbc lei ENGINEERING LOIDI AMA IMS1 nal itiarn�t mcam to Cat.Pria W m-e�maiming OAR '10.7 APPENDIX Appendix'A'-London Area Lift Station 16` Force Main Duty Analysis- Flygt Appendix'Et-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) L RMAN _SI StaI�.;^ N.; LE ENGINEERING (.hit;No.42900 6.c12 layered 05.22 17 by BOW London Area Lift Station PRINTED 28' Static Head 1611 Force Main DATE: T1ME: Revialon Notes •ii.-- oild�mofls - - ns Beglnring Location•New lift station approximately 504Q to the not of the CR 33 and FM 43 intersection Pipe Dram Pipe Diem Area Wed.d on the east side of CR 33 (inches) (feel 111'2) Perlin. 8 0 67 0 3491 2 0944 Ending Location•Discharge Into edsdng manhole on 18 1 33 1 3963 4.1888 southwest COnTer of Saratoga and Greenwood --DM Location Elevation Top of discharge pipe at lift station 34 DO Mn water surface in LS wet well 800 Difference = 28 00 ft Static Head • 28 00 R Equivalent Lengths 8"Pipe Equ valent Equivalent 16'Ape Equiv Equiv Description Quarbby Length(IF) Length(LF) Descnpbon Ouantitiy Length(IF) Length(IF) B'90 Degree Bend 2® 21 • 42 16-45 Degree Bend 20© 20 • 400 8"45 Degree Bend 2 ifg 10 • 20 16'Plug Valve 2© 46 = 92 8'Tea(Branch Flow) 1 G 45 • 45 18-Discharge 1 pg 80 • BO 8'Tee(Une Flow) 1 a 15 = 15 8'Plug Valve 1 a 23 • 23 8'Cneck Valve 1 a 54 • 54 8"x15 lnaeaser 1 1g 14 • 14 Equivalent length for fittings valves etc • 213 LF Equivalent length for fitbrigs valves etc = 572 LF Length of 8'Pipe = 48 IF Length of 15 Pipe • 8900 LF Total Equivalent Length of 8'Pipe = 259 LF Total Equivalent Length of 18'Pipe • 9472 LF Calculated System Curve HL 1318•A•C'O((AIPro83) •1A5x L.r L3 HL•Head Loss(n) 0•Flow(cls; A•Area(sr) C•CoefSpent of Fncthcn P•Wetted Permcler(f1) L•Equivalent Length of Pipe(II) Eq Length Eq Length 259 9472 6"PVC Pipe 16"PVC Pipe Flow Flow Flow C•140 C•140 Static (galPody) GPM (cis) Heedloss Irt) Headloss(fit Head Oh TDN INI Pressure(pm! 72000 50 0 11 0 02 0 02 28 00 28 04 12 2 144000 I DO 022 006 0 07 28 00 28 13 12 2 208000 200 0 45 0 21 026 28 00 28 48 12 3 432000 300 057 0 45 058 28 00 29 01 12 6 576000 400 0 89 0 76 0 95 28 00 29 71 12 9 720000 500 1 11 1 15 1 44 28 00 30 59 13 3 864000 600 1.34 1 61 2.02 28 00 31 63 13 7 906100 823 1.39 1.74 2.18 20.60 31.02 13.9 Phase 1 Design Flow 1 1008000 700 156 2 14 2 89 28 00 32 83 14 2 1152000 800 1 78 2 74 344 28 00 34 18 14 8 1296000 900 2 01 3 41 4 28 28 00 35 69 15 5 1440000 1000 223 4 14 5 20 28 00 37 34 18 2 1584000 1100 2 45 494 820 28 00 39 14 17 0 1728000 1200 2 67 5 81 7.28 26 00 41 09 17 8 I 1000000 1250 2.79 626 7.95 26.00 42.11 18.3 Phase 2 Design Flow 1872000 1300 290 6 73 844 28 00 43 18 18 7 2016000 1400 3 12 7 72 969 28 DO 45 41 19 7 2180000 1500 334 877 1 100 28 00 47 78 20 7 2304000 1600 358 988 12 40 28 00 5028 21 8 2448000 1700 379 1106 13 87 28 DO 52 93 22 9 2592000 1800 4 01 12 29 15 42 28 00 55 71 24 1 2738000 1900 4 23 1358 1704 28.00 58 82 25 4 2880000 2000 446 14 94 18 74 28 00 61 67 26 7 3240000 2250 5 01 18 57 23 30 28 00 69 87 30 3 3600000 2500 557 22 57 29 31 28 00 78 68 34 2 3960000 2750 6 13 28 92 33 77 28 00 88 89 38 4 4320000 3000 868 31 82 39 67 28 00 99.29 43 0 4680000 3250 7 24 36 67 4800 28 00 110 87 48 0 5040000 3500 780 42.06 52 78 28.00 122 82 53 2 `4iRHA.'ifS071).ta Proj.a.42000upa290Ga100o•agv F.nal Duran Lf:Svom Down 1Nmo,Apu>•n9a'Z5n Sa v 171NCH FM W.Ctoss Curve 05 22 ii an APPENDIX 'A' , , )cylem ... NP 3153 LT 3. 416 IFIalr - Duty Analysis (1 ti 141-lead low head 49i 4SYSTEM 477 45461\ CURVE 4a 431 42 41 40- 391 \ilf 38- 37i 36i PUMP34 331 327 IA CURVE 313 30 293 28- 27- 26- 25,•. 8=272625 241 23' 72 7% 22 21 _. _,-._..._._. _ ._;21 .2 ill 20 • 699 GPM @ 193 18 171 32.6' TDH 16 15 14] 131 / 12i ` 11. 10-' 9 g 7 • 216 187rrm • 6 51 l PHASE 1 4: 3 SELECTED PUMP 01- 1]—. ' '— 1438 118 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US 9 p ml a'ak.ram arm so Cu,.ween e Individual pump Total Pumps running K 5 lflc 1488d!System Flow •ad Shahfl power Plow Head Shaft power Pump. energy NPSMr• on now 1440USQam 2124 •_7,s 1410USgp.m 2124fG7r� T21 1OSWAU, SMG 2873 66QUSQGm 5283 •:4,s 6®USQAm 1244 1C4l 532. 217WF4iS MG 3.83 ~ ID 1 Caeolad by ; Created co Landon L$ Patrick Puseios 5/2412017 1112412117 APPENDIX 'A' 1 . . , . )cylenn. _ _ NP 3153 LT 3-- 413 rm. Inez Duty Analysis If1Head low head 70; 684 SYSTEM ss-: 64' CURVE 621 6O 58 1 56= 54+ 52i \ 50 46 4. 42 PUMP CURVE 38-11 36.1 Br. 34] 798 • 303 28 26 1 24' Zz' [1230 GPM @ 20 J41 .6' TDH 181 /16� Ii 14jE ii \ i X413 217mm i' 6 PHASE 2 4' 2; ; ' 1 . __. SELECTED PUMP 0r___ 1793USgpm] • 0 400 800 1200 1600 2000 2400 [US g p.ml Mfar pro Ctre SO CLOY.1.11.111 Ti Individual pump Total Pumps running S .ellle ISystuea n Flow Md Shaft power Flow Mead Shaft power f Pump o . straw NPSHr. artraec 171121.5g41m 2511 t7215p t790USgprr. 2964 172tp Wit 105tethUSMG 24611 129Ct,5g3arr 4.64 .1,114, 12201159pm 4161 16.9ro 756. 153501.1J5 MG 29211 Piffled Prtgord 11:1 I Crashed try Cooed en last togas I Leaden Lf Pairla Palaclos `5124/2517 I!1!41!67 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: G117309 PREPARED FOR: URBAN ENGINEERING 2725 SWANTNER DRIVE CORPUS CHRISTI, TEXAS 78404 AUGUST 10, 2017 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. 2101d�� T(' $ : MARK C. ROCK MANGEIGER4�;. 71395 4161119, Brian J. Geiger, P.E. Mark C. Rock, P.E. Geotechnical Engineer Vice President of Operations Cell: 906 370 5196 Cell: 361 438 8755 10 4 O C t� APPENDIX 'B' August 10,2017 PROPOSED LONDON AREA WASTEWATER IMPROVEMENTS Urban Engineering Ow Creek-From Greenwood Dr. to Chapman Ranch Rd.;Corpus Christi,Texas Attn: Mr. Mark Maroney, P.E. RETL Job No.:0117309 Soil Profile Table; Boring B-1 D Description LL PI C 1 y, 4200 K. Rs 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 Fat/Lean 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 8-2 D Description LL PI C 4 y, 4200 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 3747 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 0 y. 4200 K. lip 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 Soil Profile Table; Boring 13-4 D Description LL PI C 0 y, 4200 Ka Rs 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 8-5 D Description LL PI C 4 y, 4200 Ka 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 84 0.46 216 5 of 10 APPENDIX'8' 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; Benno B-6 D Description LL PI C 4 y. -#200 K. K, 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,psi(undrained) 9=Angle of Internal Friction,deg (undrained) =Effective soil unit weight. pcf -#200=Percent passing the Minus 9200 Sieve(%) K.=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 (OW) observations and the depths the borings caved are provided in the following table: GROUNDWATER OBSERVATIONS BORING NO. DURING UPON COMPLETION 24-HOUR DELAYED DRILLING READING B-1 31' Dry and Caved at 27' Dry and Caved at 27' B-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' B4 Dry Dry and Open GW at 19'and Caved at 16 B-5 Dry Dry and Open GW at 12'and Caved at 13 B-6 Dry Dry and Caved at 16' Dry and Caved at 16' 6 of 10 APPENDIX'B' tf G��4 8t/ • GEOTECHNICAL ENGINEERIN, ya s OC '•� C •CONSTRUCTION MATERIALS ENGINEERING&TESTING • SOILS • ASPHALT• CONCRETE BORING LOCATION PLAN . -?;14rig a -14.7t/ Ns illr 1 El. • i \moi, ____ /r I • 1 O I I6. / • • , J r flo•••.‘ til • cif ' , • 0 N.- s / E•4:-.7tQ"y 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 Rock ENGINEERING&TESTING LABORATORY, INC. www.rocktesting.com 8817 LEOPARD STREET'CORPUS CHRIST) TELAS 78409.1 703 1 0856 VANDALE ST•SAJ1 ANTONIO TEXAS 78216-3625 OFFICE (381) 883-4555•FAX' (381)883-4711 OFFFcE (210)495-8000•FAx (210)495-8015 No.1 RoUNDVILE LINE• ROUND RocsTEXAS 78664 APPENDIX 'B' OFFICE (512)284-8022 . FAx (512)284-7764 LOG OF BORING B-1 SHEET 1 of 1 P��o e 1.0 CLIENT: Urban Engineering `+�� er Rock Engineering and Testing Laboratory,Inc. PROJECT: London Area Wastewater Improvements ,t • O C .0i 4. 68r7 LChard, t.T Corpus Christ,Texas 78409 LOCATION: Greenwood Dc, Corpus Christi. TX 4,90 Telephone. 361-883-4555 NUMBER: G117309 r,.0 Fax 361-883-4711 DATE(S) DRILLED: 6/2/17-6/2/17 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG to"'Stern Auger — LIMITS w GROUNDWATER INFORMATION z D > Groundwater was encxxartered at a depth of 31-feet during dnling w I- Z N Dry and Caved et 27-feet upon completion J LLL O 1 ,_ > k j 8 24-Hour Delayed Readings Dry and Caved ay 27-feet O = r7° -, V U H D N N Z N w v' C o F r rn U N r 0 p 'y ca - W ill = 5 N N Z rn w (? to Z °o°°a °-° a g o} 2 11 5 z o SURFACE ELEVATION: N/A iz LY) o U)i v z a rs-o 2 LL PL P1 o a- °U 'n ° i DESCRIPTION OF STRATUM S5 I/N=6 18 FAT CLAY, moist,dark gray firm A r2 P 5 : =4.5+ 21 66 23 43 86 Same as above,gray and brown with calcareous nodules very SH stiff.(CH) s 3 P.4.25 18 tos 2.3 Same as above, brown. 10 SH P=2.75 23 60 21 39 89 FAT CLAY,moist,brown,very stiff. (CH) F- S s P=2.5 28 Same as above, brown and greenish gray " SH P.3.25 26 69 24 45 s6 0.8 98 Same as above,greenish gray, firm slickensided (CH) 15 = S-6 SH 20 S 7 P=3.25 26 99 1.6 FAT CLAY, moist,greenish gray stiff slickensided 0 : SH P=1 25 19 Same as above brown firm 25 y S-8 . SH 30 - S-9 P= 1 75 18 77 SANDY LEAN CLAY,moist brown stiff _ — _ - a _ ---- — - - 35 s io P=4 0 24 FAT CLAY moist.brown and greenish gray very stiff 1 N=10 21 Same as above stiff 40 -s-11 . SH P=2 25 22 ta4 1 2 85 LEAN CLAY moist brown stiff 45 _S-12 /f,. ss _ ,z 55_\Same as above sandy very stiff . - 50 _S-13 - 55 -5 a 1 N=16 23 13 SILTY SAND. moist, brown medium 6 _ SS �" 60 -Sts I N=12 30 FAT CLAY moist brown and greenish gray stiff Boring was terminated at a depth of 60-feet. 21 . o N -STANDARD PENETRATION TEST RESISTANCE REMARKS cot P POCKET PENETROMETER RESISTANCE Boring dem and °on were determined by Urban Engrneenng operations Doling operas of were performed by RETL at GPS Coordinates N 27 42'27 33-W97'27'47 W- 81 0' 8 Qc-STATIC CONE PENETROMETER RESISTANCE BoringLoration Pipeline Directional Drill !APPENDIX 'B'J LOG OF BORING B-2 SHEET 1 of 1 CLIENT: Urban Engineering +ttP` Tca' Rock Engineering and Testing Laboratory. Inc PROJECT London Area Wastewater improvements ` , , OC r o orp Leopard St. CorpusChristi,Texas 78409 LOCATION Greenwood Dr.; Corpus Christi, TX +00 Telephone 361-883-4555 NUMBER G117309 4�rD Fax 361-883-4711 ,4. DATE(S) DRILLED: 6/19/17-6/19/17 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Hollow Stem Auger LIMITS i- x ',7-'. GROUNDWATER INFORMATION. W w p '' Groundwater(GW)was encountered at a depth of 24-feet during drilling Lcc AI i- i bi GW at 8-feet and Caved at 12-feet upon completion J a' -L t o *5 7 L w _ g 24-f10 Delayed Readings GW at 3-feet end Caved at 15-feet. m f (73 O 2 N l O dvUi O F- H N V �n p o w w v'P' > 5 N N w g 2 (.7 2 Z a M e m o io l- S ° 63. 5 , , z cc o Z SURFACE ELEVATION' N/A V) o N m/ z a I-a LL PL PI o ° ° t. DESCRIPTION OF STRATUM - �S 1L N=5 22 FAT CLAY moist dark gray, firm. - SH P=1.25 28 71 21 50 96 1 4 83 Same as above stiff.(CH) 5 _ S-2 SH P=0.5 25 Same as above gray,soft. / - S-3 5H P=1.25 29 91 1 4 FAT CLAY moist, gray,stiff. 10 - S-4 / - SH P=0.25 29 Same as above, very soft. - SS 15 ' SS 9 N=WOH 32 74 21 53 67 Same as above sandy,very soft(CH) 20 - S-S7 ►A N= 7 24 FAT CLAY moist dark brown firm SH P=2 75 26 Same as above very stiff. 0/ :25 - S-8 SH __P_2.0 _�� _-- — — SILTY LEAN CLAY,moist, brown, stiff. / 30 S-9 A SH P=3 25 25 96 0 7 FAT CLAY,moist brown,firm, slickensided. 35 -S10 +- — --r----� -- — -- — - SH P=0 75 22 SILTY LEAN CLAY,moist, brown,firm. 40 X5-11 45 S SS w N-9 ^29 �, ^ 62 Same as above stiff,with sand layer from approximately 42-feet a j -Ito 44/-feet. 50 -s-1 P=4 25 31 100 FAT CLAY. most brown,very stiff. i 55 S 1a P=4 5+ 27 98 2 2 Same as above greenish gray. U 60 -S-15►�N=12 23 Same as above stiff. Bonng was terminated at a depth of 60-feet. J 2 g N -STANDARD PENETRATION TEST RESISTANCE REMARKS P POCKET PENETROMETER RESISTANCE Boring 'and location were determined by urban Engineering.Pang operations ti n were performed by RETI et GPS Coordinates N 27'47 23.10"W 97'27'54 30" Qc-STATIC CONE PENETROMETER RESISTANCE Boring Location Pipeline Directional Onl APPENDIX 'B' 1 LOG OF BORING B-3 SHEET 1 of 1 I ,.4 r CLIENT Urban Engineering ( Os) , �'r Rock Engineering and Testing Laboratory Inc PROJECT London Area Wastewater Improvements 6817 Leopard St. xaCorpus Christi,Tes 78409 LOCATION Greenwood Dr, Corpus Christi, TX Telephone: 361-883-4555 NUMBER G117309 44Tu Fac 361-883-4711 40' DATE(S) DRILLED: 6/19/17-6/19/17 FIELD DATA LABORATORY DATA DRILLING METHOD(S): AITERBERG Hat,*Stan Auger F LIMITS I- GROUNDWATER INFORMATION w F Z w Groundwater(GW)was encountered at a depth d 30-feet dundam;g dng to Ill Z F N GW at 16afeet and Caved at 24-feet upon completion o _ 24-Hour Delayed Readings G's1 at 6-feet and Caved at 10-feet m O t7 u 3 . 0 ri i W w �`a S a rn1:7 ~ z GI u, c, , z m o°° w D a oT 1 cc z z 0 SURFACE ELEVATION: N/A 0 a to \in� z a.r a' LL PL PI a a. uu In t. 2 DESCRIPTION OF STRATUM _ �� g N=9 24 FAT CLAY, moist dark gray stiff SH ■P=1.25 26 Same as above 5 - S-2 ■ 0 r3 N P.2.25 23 60 21 39 95 1.1 83 Same as above brown with sand stiff (CH) SH I P=2 75 24 FAT CLAY, moist brown,very stiff .. s.5 III P=2.75 26 61 22 39 97 1.1 88 Same as above stiff, slickensided (CH) 15 S SH 6 I P.3.75 26 Same as above very stiff. - _ sH 20 S 7 1 P= 1.75 30 FAT CLAY, moist, brown,stiff SH P.3.5 27 94 1.4 Same as above,very stiff.slickensided. 25 = S-8 Ill 30 - S s 6,N=24 v 24 55 SILTY SAND,moist, brown,with clay layer,medium SS V N=20 27 SANDY LEAN CLAY moist,brown,very stiff 35 , 5.10 1 Boring was terminated at a depth of 35-feet. a Z 0 0 E UY O 0: a17 P. r. o =L--- c N -STANDARD PENETRATION TEST RESISTANCE REMARKS: mt Bonny depth and location were detamsned by Urban Engineering DnLng operations 6 P-POCKET PENETROMETER RESISTANCE were performed by RETL at GPS Coordinates N 27'47 03 90'w 97'28'as 30" Q Qc-STATIC CONE PENETROMETER RESISTANCE Boring Location Primed Lift Station APPENDIX 'B' LOG OF BORING B-4 SHEET 1 of 1 f CLIENT Urban Engineering #4t." ce,� Rock Engineenng and Testing Laboratory Ir:_ PROJECT London Area Wastewater Improvements eopard St. 6817 LOCATION Greenwood Dr. Corpus Christi. TX ' c Carpus Christi.Terms 78409 rp h r,,4 OC •o Telephone 361-883-4555 NUMBER G117309 pro Fax 361-883-4711 4` DATE(S) DRILLED. 6/20117 6120/17 FIELD DATA LABORATORY DATA DRILLING METHOD(S) I ATTERBERG Ho1ow,Stem aper e I,Il'A(TS _ W GROUNDWATER INFORMATION z wa w W)was not ena untered during d/nng F r ,ui a - w i3 24-Hour Delayed ReadingsGW at 10-feet and Caved a:16-feet. U w w oNN� S o y N ! m ; ° a a SURFACE ELEVATION N/A N o N ��� z a 4 LL PL PI a ° ° G DESCRIPTION OF STRATUM S-11 L�4 N=4 23 70 19 51 83 FAT CLAY with SAND,moist, dark gray, soft (CH) SH P=1.75 29 Same as above gray stiff 5 S-2 = S3 SH I P=2.0 22 Same as above, brown 10 - 0 P=1.75 y 22 51 17 34 96 1 0 83 FAT CLAY with SAND, moist, brown, stiff (CH) SH P=2.75 26 96 1 5 Same as above stiff S-5 15 SH6 ■P=3.75 25 Same as above very stiff 20 - 7 ■P=2.75 30 FAT CLAY.moist brown very stiff SH I P=30 29 Same as above. 25 S-8 ---- Boring was terminated at a depth of 25-feet S. a 0 t, J Ej VY Q 2 a CD P N-STANDARD PENETRATION TEST RESISTANCE REMARKS: P POCKET PENETROMETER RESISTANCE Boring dem'and iocatron were determined by Urian Engineering DrIirg operations o were performed by RETL at GPS Coordinates N 27 47 04 50"W 97 28'19 50 Qc-STATIC CONE PENETROMETER RESISTANCE Boring Ln abo^ County Road 33 Right-of-Way APPENDIX 'S' LOG OF BORING B-5 SHEET 1 of 1 + CLIENT: Urban Engineering +*, '�'•T Rock Engineering and Testing Laboratory,Inc. PROJECT: London Area Wastewater Improvements ( ( 0 O *0 Corps6817 Chns St. Corpus Christi,361-883-4555 LOCATION: Greenwood Dr.; Corpus Christi, TX �•�9 Telephone: NUMBER: G117309 troood, Fax- 361-883-4711 •` DATE(S) DRILLED: 6/19/17-6/19/17 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Hciaw Stern Auger LIMITS o- w GROUNDWATER INFORMATION: w r i txwid,rater(GW)was not encountered during doing w z r- m y Dry and Open upon compatia+. O 13 LLL O 7 } L w 8 24-Hour Delayed Readings:GW at 12-teat and Caved at 13-feet E 2 w °44�7N it J U U ~ = y e a o ��[[JJ O e- a to U m Cl) ~ all a °°o f as N o a a ° = a 6 z a SURFACE ELEVATION: N/A u, o < \n/ z a r'-o -a LL PL PI o a. ° i ° i DESCRIPTION OF STRATUM _ - �� g N=6 21 FAT CLAY moist,dark gray,firm. 0 5 : s 2 A p=4,5+ 19 67 19 48 10-1 8.4 86 Same as above, hard. (CH) 0e#A. " S•3 'P=4.0 20 102 4.7 Same as above,brown. 10 - S4 ■P=2.5 21 FAT CLAY, moist,brown,very stiff. - S-5 SH I P=3 25 123 55 18 37 84 Same as above,with sand. (CH) SH ■P=3.75 21 Same as above. 15 S-6 ■ - S _P=4.5+ 23 20 S-7 FAT CLAY.moist,brown,very stiff. ^ _ ... _____ _ _ S e IN 3 5 16 LEAN CLAY,moist brown very stiff 25 1 " Bonng was terminated at a depth of 25-feet I i a a 0 0 -i 1 x 8 a: a c� 0 g N -STANDARD PENETRATION TEST RESISTANCE REMARKS o P- POCKET PENETROMETER RESISTANCE I Boring depth and location were deermned by Urban Eng neenng Dning operations were performed by RETL at GPS Coordinates N 27'41 52.80-W 97'28'1280- QC-STATIC CONE PENETROMETER RESISTANCE Bonng Location Proposed Gravity Sewer Pipeline APPENDIX 'Be LOG OF BORING B-6 SHEET 1 of 1 ` ,, f EP CLIENT: Urban Engineering s, Rock Engineering and Testing Laboratory.Inc. PROJECT: London Area Wastewater Improvements O hc Leopard St. Co ,t4 ' t1° Carppuss6817 Christi,Tees 78409 LOCATION: Greenwood Dr, Corpus Christi, TX soA Telephone: 361-883-4555 NUMBER: G117309 FfiFax: 361-883-4711 DATE(S) DRILLED: 6/20/17-6/20/17 FIELD DATA LABORATORY DATA DRILLING METHOD(S) ATTERBERG l Ia+ow Stem Auger 1MITS GROUNDWATER INFORMATION ' w Groundwater was not encountered dinnp drJ rq w a z r ? rn Dry and Caved at 16-feet upon completion } w ry 8 24-Hour Delayed Readings Dry and Caved at 16-reel F z »CZ'ra w rn = w LL w wv�Z j N 'n win w c 0 z I'• e m z 6°° 3 2 a a ° z 0- 6 z Z SURFACE ELEVATION. N/A u0i `t \u<i/ i a ry z LL PL PI o o. ° rfn ° I DESCRIPTION OF STRATUM �� N=12 20 FAT CLAY moist dark gray stiff �Z •P=4.5r 15 Same as above gray and brown very stiff : SH 'P=4.5+ 19 57 18 39 105 6.6 88 Same as above hard.(CH) S-3 SH 10 _ 'P=4.25 21 101 3.3 FAT CLAY moist gray and brown very stiff - SH •P=4.25 19 Same as above SH 15 " S s ■P=4.25 22 59 19 40 92 Same as above (CH) SH( Sa RP=4.25 26 FAT CLAY. moist, gray and brown very stiff 20 Boring was terminated at a depth of 20-feet a I J a. � N -STANDARD PENETRATION TEST RESISTANCE REMARKS: Et" ml Bonng depth and location were determnad by Urban Enpineenng Dnlirq operations P POCKET PENETROMETER RESISTANCE were performed try RETL et GPS Coordinates N 27'41'52 90"w 97'27'2e 10 S Qc-STATIC CONE PENETROMETER RESISTANCE Bonng Location Proposed Gravrty Sewer Prperine ,APPENDIX 'B' Nueces Electric Cooperative Your Touchstone Energy''Cooperative November 21, 2017 To Whom it may concern. The data displayed below is a list of outages we have on record for London ISD. N‘hich is in the vicinity of the proposed lift station. Duration OutageReciD TimeOfinterruption TimeRestored OutagedPhase CustomersAftected 267 2013.05-27.0367 5/27/2013 3 11 PM 5/27/2013 738 PM ABC 32 172 2013 11-22-0163 11/22/2013 9 54 AM 11/22/2013 12:46 PM ABC 68 216 2013-11-22-0163 11/22/2013 12 56 PM 11/22/2013 4 32 PM ABC 68 145 2014-07-22-0532 7/22/2014 4:00 AM 7/22/2014 6.25 AM ABC 71 104 201410.21-0188 10/21/2014 10 14 AM 10/21/2014 11:58 AM ABC 1 470 2015-04-22-1013 4/22/2015 1.29 PM 4/22/2015 9 19 PM ABC 121 124 2015-11-07-0047 11/7/2015 12 26 PM 11/7/2015 230 PM ABC 352 1493 2016-03-19-0415 3/19/2016 12 23 AM 3/20/2016 1 16 AM ABC 153 99 2016-05-09-0119 5/9/2016 12 46 PM 5/9/2016 2 25 PM A 3 141 2017-01-28-0865 1/28/2017 8.23 AM 1/28/2017 2045 AM ABC 143 25 2017-01-31-0947 1/31/2017 10 18 AM 1/31/2017 10 43 AM ABC 142 6 2017-02-20-0432 2/20/2017 4.51 AM 2/20/2017 457 AM ABC 153 1578 2017.08.25.0523 8/25/2017 4.16 PM 8/26/2017 634 PM ABC 183 Please note that the duration is measured in minutes. The hyo lengthy outages mere due to major storms. Thank you. Nueces Etc- is 1 j4/41._ Authorized Agent Jason Ramirez. IMI APPENDIX '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 (BiIIG@cctexas.com); Larry J. Urban Subject RE:London area design Memorandum comments. Attachments: Design Memorandum - London Wastewater lnfrastructure_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 i tiEURBAN ENGINEERING 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 corn>;Annika Gunning<AnnikaG@cctexas.com>; Bill Green <BilIG@cctexas.corn> 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, it 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,Texas 78408 Email, Phone:(361)826-8451 'APPENDIX 'D' ♦ 1 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 LINE CAPACITY: Q = K RS 2/31/2A f Where: K=1.486(constant) R=A/WP(Area/Wetted Perimeter) W P=2nr CAPACITY OF 15-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(cfs): 2.58 DESIGN CAPACITY(cfs): 3.64 DESIGN CAPACITY(gm* 1160 DESIGN CAPACITY(gpm): 1633 REQUIRED CAPACITY(gpm): 1522 REQUIRED CAPACITY(gpm): 1522 '•15-INCH UNE NOT SUFFICIENT'• ••18-INCH LINE 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 will 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' 1 Wastewater Collection 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: 1. 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 =5/131/5; 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. Capacity of pipes based on Manning's formula: V= 1.486/n x R'"x S 10. Roughness Factor: n=0.013. 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 L��{) Wastewater Collection System j j� Master Plan- Allison Service Area Wastewater Collection System Design Min --_..._.Max Dh. S%Min Q(cfs) 0nwd S%Max 0m9d 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 ; 15 0.16 2.583 1.669 3.62 7.941 18 0.12 3.638 2.351 2.83 11.417 21 0.1 5.009 L 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 25.468 30 0.055 9.616 6.215 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.Minimum and Maximum Pipe Slopes and Capacities 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 floes. 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 Corpus Christi 3-6 Wastewater Collection System Master Plan- Allison Service Area r y Exhibit 4 EXISTING GREENWOOD ss,,„ N WASTEWATER TREATMENT PLANT 'tip 0 750 1500 30: Exhibit 5 Erg Li;hoe 0 to- HE OPIN17ra or PRO3AB1F COST 7 10,3 for z 1 4o ! B'iirJ LONDON AREA MASTER PLAN URBAN ENGIN-ERIN; REIMBURSABLE TBPF Fi:mw 145 SANITARY SEWER IMPROVEMENTS ITEM DESCRIPTION GUAN. DUAN UNIT UNIT TOTAL +5% PRICE COST NEW LIFT STATION 1 Mobibaat on Bonds Insurance 1 I LS 518 000 00 51600000 2 Lift Station No 1 1 1 LS 5425 000 00 5425 000 00 3 Lie Station No I Access Roan 7n.1 ,070 5Y 55000 5153 500 00 NEC Cost Estimate To Provide 463 m3 Ph 4 Overhead Power LS Site r 1 LS 51.70 000 00 510000000 5 Emergency Generator w Foundatcn 1 I IS 511300000 511000000 LIFT STATION CONSTRUCTION SUB-TOTAL: 5808,590.00 Contingencies a 15% S120,915.00 LIFT STATION CONSTRUCTION TOTAL: 5921,415.00 EASEMENT COSTS' TBD ENGINEERING,SURVEYING,STAKING.&TESTING€12X: 5112,000.00 SWPPP ITEMS: 51,500.00 LIFT STATION GRAND TOTAL: 51,045,975.00 NEW 16"FORCE MAIN TO GREENWOOD WARP 1 Mob'zatmn Bonds Insurance 1 T LS 53600000 53800000 2 16'6900 PVC Force Ma'.Green P pe 8896 n34 LF 57500 4700 575 00 3 16'0 190 Degree Bends(NU) 3 EA 5215000 56 450 00 4 16"D 145 Degree Bends IMJ1 5 EA 52 150 00 510 750 00 5 16 D 1221/2 Degree Bends IMJI 3 EA 52 150 00 5645000 6 16"DI II 1f4 Degree Bends (MJ) 3 EA 52 150 00 56 450 00 ---- 7 16 Plug Valve and Valve Box W.l; 5 EA 57 800 00 53900000 B AirVacuum VaNe Inslal-atons 3 EA 512 250 00 53675000 9 We I Pomling Force Man; 2 COO 210 IS 55000 $10500000 10 Asplall Pavement Repair(Existing) '2.. 12 SY 55000 56.30000 11. Concrete Pavement Repair(Exist Driveways( 300 31 SF 51000 53,15000 12 Directional Bore Oso Creek-I6"Eustis PVC 1.304 145 LF 540000 5581200 00 13 Corsaud Horizontal Directional Drill Pads 2 EA 53000000 56000000 14. TR to Wastewater Treatment Plant I LS 525 000 00 525.00000 15 Traffic Control 1 L5 57 500 00 57600 00 16 Marker Signs 20 2 EA 515000 53.00000 17. OSHA Trencn Proteclion•Force Main 0096 934 IS 5150 514 011 50 FORGE MAIN CONST UCTION SUBTOTAL: $1,649,586.50 Contingencies€15% $247,437.98 FORCE MAIN CONSTRUCTION TOTAL: 51,891,024.48 EASEMENT COSTS; TBD ENGINEERING,SURVEYING,STAKING,&TESTING€12%; 5230,000.09 SWPPP ITEMS: 520.000.00 FORCE MAIN GRAND TOTAL: 52,147,024.40 a LSi.:.... T W. r /PYrIli 1 % . .. ...A........... ...:..1!.i ,,MICHAEL p._YORK i a5 y:. 124938 :'��2G�/t 4411,-..paisEO.. meo.erooe i. " i t nEvmarnpir.ear a..a. Exhibit 5 e r r P F 010511111 J r• LONDON AREA MASTER PLAN URBAN E•1:'-•.' ea1NG REIMBURSABLE TBP: F N 1.15 SANITARY SEWER IMPROVEMENTS ITEM DESCRIPTION DUAN. EVAN UNIT UNIT TOTAL ♦5% PRICE COSI LINE'A'Gravity Sewer(Wool of Lift S(aI on to CR 131 I Moo a e Bonds Ins_unee I IS 51200 TO S 033 30 2 21 PVCSD21126'-3CCJ1 'F S3550_ 5'-33000 3 13 PVC SDRRC 126'31 Cu: I 35 erF S355 03. 0615W 5 OSHA _� 1387 1156 lF 75t2376 E_ 5 Well et Por „ Protea on 3871 1456 IF 5000 5728300] 6 5/D, n-e: ' 1.335 456 LF 75000 5/375000 7 5Dlanr='',lenna e:z6.30 Deep 5 EA 51475000 513 LINE CONSTRUCTION SUBTOTAL: 57129,446.15 ConUNe @ 15% 5162,017.15 LINE A'CONSTRUCTION TOTAL:AL: 5062,081.15 EASEMENT COSTS: TBD ENGINEERING,SURVEYING,STAKING.&TESTING 12%. 5105,000.00 S W PPP ITEMS: 510,600 00 LINE'A'GRAND TOTAL 5977,587.15 LINE'B'Gravity Sewer(stub out to East of Lift Stalion) I M041 rattan Ragas Insure n— I 1 LS 51)0(1000 SIC 1100 Oa 2 21 PVC SUR 21 (23.33 Cull 123 126 LF 541500 552 290 90 3 Embedment 123 176 LF 5750 594500 4 OSHA De lc-Prme%on '23 126 LF 5653 5101101 5 We I Po+trio 12) 126 LF $500) $530000 LINE'B'CONSTRUCTION SUB-TOTAL: 570,606.00 Contingencies 15% 510,590.90 LINE'B'CONSTRUCTION TOTAL- $81,196.90 EASEMENT COSTS: TED ENGINEERING.SURVEYING STAKING,&TESTING ig 12%. 510,00000 SW PPP ITEMS. $3,500 00 LINE'B'GRAND TOTAL. 594.696.90 PROJECT COST SUMMARY ' Nee Lft Si: ' 51046,97500 2 Ne.,For eMe Gee .so a VJV IP 52 147,029 98 3 LINE A Ga I,Sees `Pest c L Slat or''c CR 33 5977.50115 4 HUE Ha _ .._ 5,4.0 10Eas:cILf:Stn.a 594.695.901 ESTIMATE OF TOTAL PROBABLE PROJECT COST SI 266,283.53 1 N :c 1 IYr ie. 3 el e.sed Per O'l repi^reo es 0. 9 .ti r 85 ai.ar,seem c an 00501 Oa ,J E41.1 ;A *, MICHAEL C.YORK rr 134 9;. 120938 .. 611,1. 1/tEN5E0..`y5.: 5 IA. OHM. Doc#2015011169 GF# 01O011-5190 of Stewart Title CORRECTION WARRANTY DEED EFFECTIVE DATE: October 28,2014 GRANTOR SBBDABLONDON,•single pets= GRANTEES: (I) DILL I BROWN,ushissyaraeptopaty(I1t5 (2) REAGANTRAVISBROWN,as his emirate property(1/3d) (3) ALYSSA ANN BROWNMcCOY,uher separate property 0/fl GRANTEE'S MAKING ADDRESS: P.O.Box 8229 Carpus Christi,Taw 78468 CONSIDERATION: Tea Dollars and[mer valuable crosdamion. PROPERTY: The following dacdbd Land: f)aC mit 89.868 acre tract influences Cotmty,Tan as described on EXHIBIT"A"hent attached aodmde span area. TirE That 118.126 acre nae in Woeces Cotmty,Teas as(loathed mEKEIBIT"A"hereto attached and made apart hereof Together with and including ell of the OrmanS fight title ad basest in and to the rights ad appurtenances in any way belonging or sppmtamt to nM Land,including,without lid ()my imptovemeaa on mid Ltd, (u)raps ad gams,if any d)acea ur eomigunas to the Lead;(al)any laid tying in or oder the bed of any shoe,alley,m4[neck or to-am naming through,abutting aredpecant tome Lad;(iv)anylipdmnights'Emote= to surface or thud=water,ed(v)easanms,rights of ingress and egress ed tevasiomry itttaem briertiog or serving the Lad(the Lad end other eppertmmt rights beingnth:red to hada Isla"Progeny". RESERVATIONS FROM AND EXCEPTIONS TO CONVEYANCE AND WARRANTY: This aove tce is subject to the following manna to the haat that web att prnmely in fora and effort end affect die Property. (I) Those PcitdEuaptions set Twain EXHIBIT"B"; ExH1err Title Det., Inc. Si musses ea 20150113[5.001 • meteorological tomer fees,substation mdlor openGms and toimimaee building feat,atop or gnalend damage payments,penalties assessed by mygov®mtal agency fm removal of any ofthe fond bora my govmmeadprogrm,and iod.mmtypaymmts of anyphysul dinars, to the Land;(iv)this methadon almll not opply to any duchy g by wind power itpen the It and Properly fn domestic at other nmNmmercWIlses on the and Property;(v) the loyalty ham waved is a oto pa idpedng and mon-executive m and it a not be necessary thr the Gramm or Gnat's assigns to join in the execution of wind power last which may be rented or teemed by Grantee+.their heirs,repa3aenndVa and assigns covaiog the Laud,or my pmt therm(and all executive tights fm any wind power ease sen conveyed to the Grantees,9heirbdts,meat own=and assigns,ichodmgthe dna m to the lessee the tight to pool at unitize the Land and Property with mho land,: and vi) the Groner and Onaolz assigns shell not have any right of ingress re egress on the with raged to this taavetion far anypmpose. This royalty raved as to wind dghb shag be wily for the life of ,and shag terminate on the death ofGmamrr. GRANT OF PROPERTY: Dumber, for the Consideration and sul9jea to the Reeetvadovs F sod Exespdona to Conveyance and Waaeey, GRANTS, SELLS, and CONVEYS to ..... .. the Property, mgaha.4thaa and bonder the dein and appurtauaxes thereto in any...ybdmging,to bavc and to bold moo Gramme zed Onsets' has,representative and .. .., forever. Gnaw binds Grantor and Gmmaa'a heirs, imams, admin[mom, and . . . to worms and [lama defend all and singular the Property to Dominos and Grammes' ,- rep naives and easigus against every paean whomsoever lawfully Aiming or to ds® , ace or any part dmeo4 and except as to the Bay.tions From Ind Receptions to Cmv • and Warranty. When the vmtm requires,Wanda Hams end pmooms i nand+the Plural CORRECTION: This Conation Warranty Dad is made in times iM of and in of that Wa6tmty Deed dated October 28,2014 from Grantor to Grantees recorded at s...,.. No.2014041948 of the Official Records of?theca Camty,Toms(the"Odghal Dad). The repose of this Coconion Waoanty Deed is to cmmly sat forth by metes and botmds •-legal description of Tracts l and II es act faith in DGIIBIT"A"of this Correction Warranty '•--• Other than the caned miction oft legal description,this Cavctioo Wang]Deed is .,.....to=atein ell respect the Original Deed,and the effective date of this Conation "suemyDee.rases back to the effective dare of theOdginal Dee. (Signature Pages Follow) 3 Title Data, Ina. ST 117235961 m 2015011161.003 SigraftrerapforCon etioiWmmmyneed Bhcdahlmian CheutrecBMRI.Brown Reagan Travis Bram Aiysn Ma Shot McCoy GRANTEE But Bmwa `a . . . STATE OFTPXAS 4 COUNTY Op This inrtnmeat wm aelmoaidged bare me cm dm .204 day• tied • 2015,by BILLJ.BROWN. C �_.. . ,.. .y 5 Title Data, me. £T 2D23596d NO 2015011169.005 • Sylvan..page fee Cmmioe W avant orad Grattan Sheth beam (bmrem:BtT 2.Btowe Reign!keels Brew0 Alyssa Ave Brown McCoy ORAN7EE: a Am Brown t- - nein wer STATE OF UTQN COUNTY OFS.ICT LA1cc This instrument was adecwlcdged be0re me on the 23`4 rby o: MarCk 2015,byALYSSAANN BROWN MCCOY. NmeyPvblle,Shea• YTAN • inalVADen.15 min w4e00.L as Tisa. Data. Ina. C! 701-35968 NO 20150111W.007 STATE OF TEXAS COUNTY OF NUECES . TRACT Il Field Nova as 111.126 acre and of rand helve out ors 1453 um tract of land n•— •-• In a deed rtmded In Volume 1337.Ree In,Dead RmordsNuae County,Trails Said II LI 6,at oath also bales pia of16MLiG.N.RRSurveyNo.135 end 139,end TraellY,LmudmF •Tma as down on a mai rtmNd in Yoking 3,Pap 15,Map Records Nuces Cooney,Tenn.• • 118.126 was bang mom particularly daatbed as knows: BEGINNING us sir Trop rod in in dm west right ofwayifCouoey Road 33,for omnhun corner ofthe20.0 we tram esdescnbdbna deed madded to Doomed No.2003027456, t •Reeads or Nuevo County,Tens,rad for the southeast caner arals survey,torn WHENCE d bmemaion hr the west eight of way of County Road 33 and the oath right of wry of FM Highway 4 bars Sand 2090'55'West,a distance of 2055.79 bet THENCEwih the north boundary ofud20B sat req Sotmh U°52'26'West a .•. - of 102317 Ret in•S/1"hon rads::tele sordwea exam of the said 211.4 acre Pact,bathe- • line of the South Taus Children's Hume land Management 194.45 ave tract as dewibed ins deed .. ... ba DoamemNo.2009010903,Dad Records Noma Comity,Thus,end firth. - . -I comesofNh survey. THENCE with the can boandsrylbc of said 194.4$age miry North 0901'38'W- a distance of 3146.16 tram 4578"hm rd set for die southwest comer edit Walter B.Camp 131 49 acre oast as described In dad receded In Doaunem No.1997034377,Dud Records Nueces • s,Tens,In die ear line of do said 194.45 eve tract ted Extra northwest comer or this money. THENCE with the seed boundary line oralesaid 130.49 ova tram,North 8V49'45 East,a dismee of224658team a SHB"iron rod set la dm wen right ofwayorCounty Road 33,Por sautheas coma of the said 130.49 acre nut,ed Porde nonhan'mmer 6ft111s survey. THENCE with thewea right of way orConty Road 33,South 2090'55"West• -bf337149 feet to the POINT OF BEGINNING ofthis sunny,endroadning 111.126 eves of and,mom of len. Notes 1.)Beminp we based on Global Positioning SynemNAD 83(93)4205 Damm 1)A Map of equal date companies this Mena nd Sonora description. • 1,Ronald E.Brister do hereby certify din this survey of the property legally.—• bed baf+n is correct to the best of my knowledge and belief. Rrd9�G.'L]'f.�x• Ronald E Brinc,RAS No.5407 Dew:Mesh II,2015 EXHIBIT A_ PAGEOF_ _ 414: Darla, Ica. S: Sn335958 110 2015011169.009 City of Corpus°trbtL Taw ., $> Ocpsrxx,l of Devdepneru Suv s City of Garro Mist'Tae 78367-92 _, Corpus Locsltd;t'4O6 Jim Street Ear: QChristi croerofloopadSi trdPcrtAvc DISCLOSURE OF INTERESTS City of Corpus Ch'isti Ordnance 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: (3121\5 E Z,-pN- 1-{time 5 STREET:p4-5 7 ayost T`UA[N (CITY: Gtr Ls C>-Y 1_c ZIP: 1O,_Y 1I3 FIRM Is Corporation 0 Partnership ❑Sole Owner D 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. State 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 jT— 2)6 EI,TeN T YI C A It/I°6--- 4. State the names of each employee or officer of a"consultant"for the City of Corpus Christi who worked on any matter related 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 2 CERTIFICATE I certify that all information pr. ided true andtb�gas of th date of this statement, that I have not knowingly withheld disclosure of any inf• -f. requested d that sup ental statements will be promptly submitted to the City of Corpus Christi,Tana . anges oc -7 _ tie I/ Certifying Person G�/t, _ _ Title: V'e c " P (Print) / / e' Signature of Certifying Person: _ /moi _ Date: 3//I,/ i DEYELr"tE'?S%CSarrknit 1Av00`.vr.C" • AF:CY.Mv. Oti.PPUCAT(oNro&tie OI .e k.SPE LFL LL'111?.D'sa.oj:AtofPe•FR !S• Page 1 of 2 STATEHE`.T :t 11000 Exhibit 7 i" CITY OF CORPUS CHRISTI DEVELOPMENT SERVICES 2406 LEOPARD STREET CORPUS CHRISTI, TX 78408 Doc 2018021586 Pages 65 05/17/2018 2:52F1 Official Records of NUECES COUNTY KARA SANDS COUNTY CLERK Fees $267.00 Any provision herein which restricts the Saler Rental or use of the described REAL PROPERTY because of Race► Color, Religion, Sex► Handicap, Familial Status► or National Origin 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 r r