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HomeMy WebLinkAboutC2022-276 - 12/20/2022 - Approved PARTICIPATION AGREEMENT For the Subdivision of King's Landing Unit 2 Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements This PARTICIPATION AGREEMENT("Agreement") is entered into between the City of Corpus Christi (referred to in this Agreement as "City"), a Texas home-rule municipal corporation, acting by and through its City Manager, or designee, and MPM Development LP, (referred to in this Agreement as "Developer"), a Texas Limited Partnership. WHEREAS,Developer desires to develop and plat the Property designated.on_Exhibit_______. 1 of this Agreement, which exhibit is attached to and incorporated in this Agreement by reference, to be known as King's Landing Unit 2 ("Unit 2"); WHEREAS, as a condition of the Plat for Unit 2, the Developer is required to expand, extend, and construct Lady Alexa Drive (formerly Iron Throne Drive) as depicted on and following the improvement requirements outlined in Exhibit 2, which exhibit is attached to and incorporated in this Agreement by reference; WHEREAS, the Developer is oversizing by constructing Lady Alexa Drive (formerly Iron Throne Drive) as a C-3 collector street in lieu of 28' residential local streets; WHEREAS, the Developer desires to utilize Roller Compacted Concrete (referred to in this Agreement as"RCC pavement") for the Roadway Improvements within the King's Landing Subdivision pursuant to the Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement (referred to in this Agreement as "Pilot Program") executed July 25, 2022, as may be amended ; WHEREAS, the Developer is willing to warranty Roller Compacted Concrete Roadway Improvement for 10 years; WHEREAS, it is in the best interests of the City to have the public street infrastructure installed by the Developer in conjunction with the final Plat; WHEREAS, Section 212.071 of the Texas Local Government Code authorizes a municipality to make a contract with a developer of a subdivision or land in the municipality to construct public improvements related to the subdivision or land; and WHEREAS, this Agreement is made pursuant to Section 212.071 & 212.072 of the Texas Local Government Code and Article 8, Section 8.4.1, of the Unified Development Code of the City of Corpus Christi. NOW, THEREFORE, in order to provide a coordinated public street construction and improvement project, the City and the Developer agree as follows: Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 1 of 16 SCAN NED Section 1. RECITALS. The parties agree that the language contained in the preamble of this Agreement is substantive in nature, is incorporated into this Agreement by reference, and has been relied on by both parties in entering and executing this Agreement. Section 2. ROLLER COMPACTED CONCRETE PAVEMENT. Per this Pilot Program, the City agrees that it will authorize the use of roller compacted concrete pavement (as that term is defined by the RCC Pavement Council) for the King's Landing Unit 2 per the terms of the Pilot Program. (a) Developer agrees to construct all roadway improvements within Kings Landing Subdivision-Unit-2 with roller compacted concrete pavement.(RCC_.avement),_exc.ept those portions of the roadways that are cul-de-sacs, in which case traditional rebar- reinforced portland cement concrete pavement shall be utilized in conformance with the City's Unified Development Code and City Design Standards. (b) For King's Landing Unit 2, Developer shall construct the RCC pavement in accordance with the site-specific geotechnical report as depicted in Exhibit 3 and engineering plans and specifications as depicted in Exhibit 2. Concrete curb and gutter construction shall be constructed to City Design Standards. (d) Developer will construct collector streets with at least 8 inches thick roller compacted • concrete. All residential local streets smaller than a collector street will be constructed with at least 7 inches thick roller compacted concrete. (e) Prior to installation of the RCC pavement, the Engineer of Record and the Geotechnical Engineer must review and approve all material submittals associated with RCC pavement prepared by the general contractor, and provide reviewed and approved submittal copies to the City. (f) Prior to installation of the RCC pavement, Developer shall submit the experience record of the RCC pavement operators and installers to the City Engineer for review.All contractors involved with the construction operations of the RCC pavement, including maintenance, repair, and replacement, must have at least five (5) years' experience in the day-to-day installation, field management, and oversight of RCC pavement projects and meet all insurance and indemnification requirements of the City Contract under which the original RCC pavement was constructed, unless modified by mutual agreement. Associated Insurance Certificates shall be submitted to the City prior to • beginning work (g) Prior to installation of RCC pavement, Developer shall obtain approval of construction engineering plans from the City Engineer. (h) Prior to the acceptance of roadway improvements, the Developer's Engineer of Record must submit record drawings to the City certifying that the RCC pavement was constructed in strict accordance with the approved construction drawings and technical specifications. Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 2 of 16 a The authorization to utilize RCC pavement per this Agreement and the Pilot Program is limited to the King's Landing Subdivision. The City may terminate this Authorization to use RCC pavement at any time for any reason and require future streets within Kings Landing subdivision be constructed with rebar-reinforced portland cement concrete pavement meeting City Design Standards. Section 3. TERM. This Agreement becomes effective, is binding upon, and inures to the benefit of the City and the Developer from and after the date of the last signatory to this Agreement. Within King's Landing Unit 2, the Developer must complete the Lady Alexa Drive (formerly Iron Throne Drive)within 24 calendar months from the date this document is executed ---by-the-City.-Time-is-of-the-essence in the performance of this contract. Section 4. DEVELOPER PARTICIPATION. Subject to the terms of this Agreement, the Developer will construct Lady Alexa Drive (formerly Iron Throne Drive) as C-3 collector streets with at least 8-inch thick RCC pavement per Exhibit 2 and Exhibit 3, for and on behalf of the City in accordance with the plans and specifications approved in advance of construction by the City Engineer on behalf of the City. The parties acknowledge and confirm the total cost estimate for construction of the Roadway Improvements, which estimate is attached to and incorporated in this Agreement as Exhibit 4 (the "Cost Estimate"). Subject to the limitations set forth below, the Developer shall pay a portion of the construction costs of Lady Alexa Drive (formerly Iron Throne Drive). Further, subject to the limitations set forth below, the City shall pay for a portion of the construction costs of Lady Alexa Drive (formerly Iron Throne Drive) up to $192,253.75. Section 5. CITY PARTICIPATION. Notwithstanding any other provision of this Agreement,the total amount that the City shall pay for the City's agreed share of the actual costs of the Lady Alexa.Drive (formerly Iron Throne Drive) shall not exceed $192,253.75. Section 6. REIMBURSEMENT. The Developer shall be responsible for the entire up-front expenses of the Roadway Improvements for Lady Alexa Drive (formerly Iron Throne Drive). The City shall reimburse the Developer upon completion of all Roadway Improvements within Kings Landing Unit 2 contingent upon the certificate of acceptance issued by the City Engineer, sworn certification on City form that the Developer has paid all contractors and subcontractors in full, and presentment of the maintenance bond. Such reimbursement will be payable to the Developer at the address in the Notice Section of this Agreement. Section 7. PERFORMANCE AND PAYMENT BOND. Before beginning the work that is the subject of this Agreement, Developer shall provide (or cause its Contractor to provide) the City with a performance bond and a payment bond on City's approved Performance and Payment Bond forms, said forms attached hereto and labeled as Exhibit 5 and Exhibit 6, in accordance with and in satisfaction of Section 212.073 of the Texas Local Government Code in the estimated amount of the construction costs for Lady Alexa Drive (formerly Iron Throne Drive), reflecting City as Obligee thereunder. Bonds furnished must meet the requirements of Texas Insurance Code 3503, Texas Government Code 2253, and all other applicable laws and regulations. The amount of the performance and payment bonds shall be the full cost of to construct Lady Alexa Drive (formerly Iron Throne Drive) to ensure the completion of the project. Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 3 of 16 Section 8. MAINTENANCE BONDS. (a) For King's Landing Unit 2, the Developer shall provide a Maintenance Bond with a term of 7 years following completion of the Roadway Improvements within King's Landing Unit 2. The maintenance bond will be renewable biennially for the first six years and annual for the last year. The surety must give 60 days' notice of their intention not to renew the bond and failure to renew the bond is not a basis for claim on the expiring instrument. If the surety declines to renew the bond, the Developer must provide an acceptable-replacement maintenance bond, irrevocable letter-of_credit,-or_cash-deposit before the expiration of the maintenance bond. It is a breach of this agreement if Developer fails to provide a maintenance bond, irrevocable letter of credit, or cash deposit for the full 7-year term. The maintenance bonds, irrevocable letter of credit, or cash deposit will cover 100 percent of the replacement cost for Lady Alexa Drive (formerly Iron Throne Drive) and Roadway Improvements within the King's Landing Unit 2 with traditional rebar-reinforced portland cement concrete pavement. In addition, before any reimbursement to the Developer for the construction of Lady Alexa Drive (formerly Iron Throne Drive),the developer shall submit the maintenance bond for King's Landing Unit 2 and associated power of attorney to the City Engineer in forms approved by the City Attorney, said form attached hereto and labeled as Exhibit 7. (b) If a letter of credit is utilized as financial security under this Agreement, the content of the irrevocable letter of credit must be pre-approved by the City's Chief Financial Officer and City Attorney, be issued by a banking institution having a local branch office within the State of Texas, be valid for a period of 12 months from the date of issuance or longer. The Developer must ensure that the letter of credit is kept valid at all times during the maintenance period. The letter of credit must be renewed by the Developer before expiration, and proof of such renewal must be received by the City at least thirty days prior to the expiration of the then current letter of credit. If timely renewal is not received by the City, or cash in lieu thereof is not deposited as financial security with the City, the City may, after ten days prior written notice to the Developer, call (redeem) the letter of credit for failure to timely renew. If the letter of credit is called for failure to timely renew, the funds will be held in an account as if cash had been posted by the Developer for this Agreement in lieu of the letter of credit. The City shall not be liable for interest on any letter of credit so called nor shall the City be liable to the Developer for the accrual or payment of interest on any type of financial security posted by the Developer pursuant to this Agreement. (c) If financial security is provided and the Developer fails to maintain and repair streets as stated in this Agreement, the Developer agrees that the City, after notice in writing to the Developer, may transfer the cash funds received or call (redeem) the letter of credit and transfer the funds (if the financial security provided was in the form of a letter of credit) to the appropriate City account. If the maintenance and repair cost exceed the irrevocable letter of credit or cash deposit, the Developer shall reimburse the City for Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 4 of 16 any additional costs related to maintenance and repair within 30 days after the City invoices. Section 9. MAINTENANCE. (a) During the period of at least 7 years following acceptance of roadway improvements, all maintenance and repairs of the Roadway Improvements in the King's Landing subdivision Unit 2 will be performed entirely and exclusively by Developer. Failure of the Developer to promptly complete all maintenance and repairs of all streets in this subdivision will be a violation and breach of this agreement. The Developer shall sttrh aintenance or repairs of the streets within 60 day_s_after_heing requested in writing to do so by the City Engineer. (b) Any deficiencies occurring during the Maintenance Period shall be immediately repaired at Developer's sole expense in accordance with the repair and replacement descriptions below and in accordance with the Pilot Program. Deficiencies requiring repair shall include: 1.Minor Cracks. any crack greater than 1/8-inch and less than '/4-inch other than cut joints; 2.Minor Differential Vertical Separation. any differential vertical separation between RCC pavement panels equal to or less than 1/8-inch across the joint; 3.Minor Spalling. any spalling, honeycombing, or other defects less than 2 square feet or less than 1-inch deep; 4. Minor Curb Separation. any separation of RCC pavement from curb and gutter equal to or less than-1/8 inch; and 5.Joint Sealant. any separated, cracked, or missing joint sealants. (c) Repairs shall include: 1.Minor Cracks.Any crack greater than 1/8-inch and less than '/4-inch width shall be sealed with a City-approved flowable elastomeric pavement crack sealant (Sikaflex or equal). Minor cracks will not include any differential vertical movement (up-down) greater than 1/8-inch across the joint. 2.Minor Differential Vertical Separation. Any differential vertical separation between RCC pavement panels equal to or less than 1/8-inch across the joint shall be diamond grinded to eliminate differential vertical separation. 3.Minor Spalling. Any surface spalling of areas less than 2 square feet or less than 1-inch deep shall be high-pressure wash prepared to remove all dirt, debris, Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 5 of 16 and loose material, prepared with a bonding agent, and filled with a low-shrink epoxy modified grout. 4. Minor Curb Separation. Any separation of RCC pavement from curb and gutter equal to or less than 1/8-inch shall be seated with a City-approved flowable elastomeric pavement crack sealant (Sikaflex or equal). 5.Joint Sealant.Any separated, cracked, or missing joint sealants shall be cut out and replaced with new elastomeric joint sealant(Sikaflex or equal)following high- pressure wash joint cleaning. (d) During the first 7 years following acceptance of RCC pavement roadway improvements, the City will not complete any maintenance or repairs of RCC pavement Roadway Improvements. The City Manager is prohibited from authorizing city staff from making any repairs during the first 7 years following acceptance of RCC pavement roadway improvements. (e) Developer shall notify the City Engineer prior to repair to allow for inspection and approval of repair work_ (f) The City Engineer will be the final authority in determining deficiencies and level of deficiencies of RCC pavement. Section 10_ REPLACEMENT. (a) During the period of at least 10 years following acceptance of roadway improvements, the Developer shall replace RCC panels with deficiencies identified in this section. All replacement of RCC panels in the Kings Landing subdivision will be performed entirely and exclusively by Developer at Developer's sole expense. The Developer shall complete all such replacement of the street panels within 60 days after being requested in writing to do so by the City Engineer. (b) Deficiencies requiring replacement shall include: 1. Major Cracks. any panel with a crack across 50% of the length or width of the panel and greater than 1/4-inch at any point in the crack; 2. Major Differential Vertical Separation. any differential vertical separation between panels greater than 1/8-inch; 3. Major Curb Separation. separation of RCC pavement panel from curb and gutter greater than 1/8-inch; 4.. Uncontrolled Cracking. a RCC pavement panel with more than one uncontrolled crack; and 5. Major Spalling. any spalling, honeycombing, or other defects greater than 2 square feet or more than 1-inch deep. Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 6 of 16 (c) Replacements shall include: 1. Major Cracks.Any RCC pavement panel with a crack greater than 1/4-inch width across 50% of the length or width of the panel will be replaced with new RCC pavement panel or traditional rebar-reinforced portland cement concrete pavement with sealed perimeter construction joints. 2. Major Differential Vertical Separation. Any differential vertical separation between RCC panels at any location with differential movement (up-down) grea.ter_than_118_inch across shall be replaced with nevicRCCpa_vement_paneLor traditional rebar-reinforced portland cement concrete pavement with sealed perimeter construction joints. 3. Major Curb Separation. Any RCC pavement panel with separation from curb and gutter more than 1/8-inch shall be replaced with RCC pavement panel or traditional rebar-reinforced portland cement concrete pavement with sealed perimeter construction joints in a manner that keeps the original alignment o0f the curb and gutter. 4. Uncontrolled Cracking. Any RCC pavement panel with more than one uncontrolled crack will be replaced with new RCC pavement panel or traditional rebar-reinforced portland cement concrete pavement with sealed perimeter construction joints. 5. Major Spalling.Any RCC pavement panel with surface spalling of areas greater than 2 square feet or more than 1-inch deep shall be replaced with RCC pavement panel or traditional rebar-reinforced portland cement concrete pavement with sealed perimeter construction joints. (d). Saw cut.Any panel being replaced shall be saw cut out to the nearest adjacent contraction or expansion joints and replaced. (e) RCC Pavement System Failure. In the event of major cracking or major spatting deficiencies of more than 30% of RCC pavement panels on a street within the first 7 years, the City may in its sole determination and discretion require the removal and replacement of all RCC pavement panels within the subject street, both deficient and non-deficient RCC pavement panels, with traditional rebar-reinforced portland cement concrete pavement meeting City specifications_ Any such roadway segment replacement will be at the Developer's cost. (f) Developer shall notify the City Engineer prior to replacement of RCC pavement panels to allow for inspection and approval of replacement work. (g) The City Engineer will be the final authority in determining deficiencies and level of deficiencies of RCC pavement. Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 7 of 16 Section 11.WARRANTY. The Developer shall fully warrant the workmanship and construction of the Roadway Improvements within the King Landing Subdivision for a period of 10 years from and after the date of acceptance of the Roadway Improvements by the City Engineer. Upon notice by City of any defects and faults in materials,workmanship and design, Developer shall promptly, but no later than 60 days after notice, correct such defects and/or faults to the satisfaction of the City. Section 12. INSURANCE. Insurance requirements are as stated in Exhibit 8, the content incorporated by reference into this Agreement as if fully set out here in its entirety. Before performance can begin under this Agreement, the Developer must deliver a certificate — --of-insurance-G9l"), as proof of the required insurance coverages, to the-Cit s-Risk-Manager— and Development Services Department. Additionally, the COI must state that the City will be given at least 30 days' advance written notice of cancellation, material change in coverage, or intent not to renew any of the policies. The City must be named as an additional insured. The City Attorney must be given copies of all insurance policies within 10 days of the written request. Section 13. CONSTRUCTION. The planned Roadway Improvements shall be constructed in accordance with the Pilot Program, approved Plans, Geotechnical Engineering Reports, and related specifications and industry standard practices. Section 14. INSPECTIONS. (a)Throughout construction, the City may conduct periodic inspections and either approve the progress of the Roadway Improvements or promptly notify the Developer of any defect, deficiency, or other non-approved condition in the progress of the Roadway Improvements. (b)Following completion of the Roadway Improvements, the City may conduct periodic inspections of the Roadway Improvements and will promptly notify the Developer of any defects and faults in materials, workmanship, and design. (c) The Developer or its representative shall attend quarterly site inspections with the City during the first 3 years of the warranty period to observe the RCC pavement and identify and document any needed repairs or replacements. After the first 3 years of quarterly inspections, inspections shall be every 6 months thereafter until the 10 year of warranty is met. The City will develop an associated Required Repair or Replacement plan following inspection, provided to the Developer for execution. All identified repairs or replacements shall be completed within 60 days of that plan unless the Developer and its approved contractor are delayed by force majeure or other events beyond its control. Section 15. INDEMNIFICATION. Developer covenants to fully indemnify, save and hold harmless the City of Corpus Christi, its officers, employees, and agents, ("indemnitees") against any and all liability, damage, loss, claims, demands, suits, and causes of Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 8 of 16 action of any nature whatsoever asserted against or recovered from indemnitees on account of injury or damage to person including, without limitation on the foregoing, workers' compensation and death claims, or property loss or damage of any other kind whatsoever, to the extent any injury, damage, or loss may be incident to, arise out of, be caused by, or be in any way connected with, either proximately or remotely, wholly or in part, the construction, installation, existence, operation, use, maintenance, repair, restoration, or removal of the public improvements associated with Roadway Improvements within the Kings Landing Subdivision, including the injury, loss, or damage caused •by the contributory negligence of the indemnitees or any of them, regardless of whether the injury, damage, loss, violation, exercise of rights, act, or omission is caused or is claimed to be caused by the contributing or concurrent negligence of indemnitees, or any of them, but not if caused by the sole negligence of indemnitees, or any of them, unmixed with the fault of any other person or entity, and including all expenses of litigation, court costs, and attorney's fees which arise, or are claimed to arise, out of or in connection with the asserted or recovered incident. This indemnity survives the termination of this Agreement. Section 16. DEFAULT. The following events shall constitute default (a). Developer fails to submit plans and specifications for the Roadway Improvements to the City Engineer in advance of construction. (b). Developer does not reasonably pursue construction of the Roadway Improvements under the approved plans and specifications. (c). Developer fails to complete construction of the Lady Alexa Drive (formerly Iron Throne Drive, under the approved plans and specifications within 24 months. (d). Developer fails to perform warranty work. (e). Either the City or the Developer fails to comply with its duties or obligations under this Agreement. Section 17. NOTICE AND CURE. (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 days from the delivery of the default notice ("Cure Period") to cure the default. Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 9 of 16 (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 Notice Section of this agreement, of the need to perform the obligation or duty and, should the Developer fail to perform the required obligation or duty within 15 days of receipt of the notice, the City may perform the • obligation or duty, charging the cost of such performance to the Developer. (e). In the event of an uncured default by the Developer, after the appropriate notice and Gure-Period—the-city-has all its common law remedies and the-city-may: -- - 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. Bring Suit to enforce any provision of this agreement including the obligations to repair and replace. (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. Section 18. FORCE MAJEURE. (a). The term "force majeure" as employed in this Agreement means and refers to acts of God; acts of a public enemy; insurrections; riots; epidemics; landslides; earthquakes; fires; hurricanes; explosions; or other causes not reasonably within the control of the party claiming the inability. (b). If, by reason of force majeure that is not known or reasonably anticipated at the time of this agreement, 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 10 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. Section 19. 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: If to the City: If to the Developer: City of Corpus Christi MPM Development, L.P. Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 10 of 16 Attn: Director, Development Services Attn: Moses Mostaghasi 2406 Leopard Street/ 78401 PO Box 331308 P.O. Box 9277/78469-9277 Corpus Christi, Tx 78401 Corpus Christi, Texas with a copy to: City of Corpus Christi Attn: City Engineer 1201 Leopard Street/78401 Box 9277/ 78469-9277 — — - Corpus Christi, Texas (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, in accordance with the provisions of this section, within five business days of the change. Section 20. PROJECT CONTRACTS. Developer's contracts with the professional engineer for the preparation of the plans and specifications for the construction of the Roadway Improvements, contracts for testing services, and contracts with the contractor for the construction of the Roadway Improvements must provide that the City is a third-party beneficiary of each contract. Section 21. DISCLOSURE OF INTEREST. In compliance with Corpus Christi Code Sec. 2- 249, the Developer agrees to complete the Disclosure of Interests form attached to this Agreement and incorporated by reference as Exhibit 9. Section 22. 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 Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 11 of 16 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. Section 23. 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/govemment/city- secretary/conflict-disclosure/index Section 24. SEVERABILITY. The provisions of this Agreement are severable and, if any provision of this Agreement is held to be invalid for any reason by a court or agency of competent jurisdiction, the remainder of this Agreement shall not be affected, and this Agreement shall be construed as if the invalid portion had never been contained herein. Section 25. COOPERATION. The Parties agree to cooperate at all times in good faith to effectuate the purposes and intent of this Agreement. Section 26. ENTIRE AGREEMENT. Except as otherwise expressly provided herein, this Agreement contains the entire agreement of the Parties regarding the sharing of costs for the Roadway Improvements. It supersedes all prior or contemporaneous understandings or oral or written representations regarding the subject matter hereof. Section 27. AMENDMENTS. Any amendment of this Agreement must be in writing and shall be effective if signed by the authorized representatives of both Parties. Section 28. APPLICABLE LAW; VENUE. This Agreement shall be construed in accordance with the laws of the State of Texas. Venue for any action arising hereunder shall be in Nueces County, Texas. Section 29.AUTHORITY. Each Party represents and warrants that it has the full right, power, and authority to execute this Agreement. Section 30. INDEPENDENT CONTRACTOR. Developer covenants and agrees that it is an independent contractor, not an officer, agent, servant, or employee of the City. Developer shall have exclusive control of and exclusive right to control the details of the work performed hereunder and all persons performing same, and shall be liable for the acts and omissions of its officers, agents, employees, contractors, subcontractors, and consultants. The doctrine of respondent superior shall not apply between City and Developer, its officers, agents, Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 12 of 16 employees, contractors, subcontractors, and consultants. Nothing herein shall be construed as creating a partnership or joint enterprise between City and Developer. Section 31. NON-APPROPRIATION. The continuation of this Agreement after the close of any fiscal year of the City, which fiscal year ends on September 30th annually, is subject to appropriations and budget approval specifically covering this Agreement as an expenditure in the said budget. It is within the sole discretion of the City's City Council to determine whether to fund this Agreement. The City does not represent that this budget item will be adopted, as said determination is within the City Council's sole discretion when adopting each budget. Sesti n-32.Wei�,_� R OF-T-RIAL--BY JURY. City and-Developer-agree-that-they-have-knowingly --- waived and do hereby waive the right to trial by jury and have instead agreed, in the event of any litigation arising out of or connected to this Contract, to proceed with a trial before the court, unless both parties subsequently agree otherwise in writing. Section 33.ATTORNEY-FEES. In the event that any action is instituted by City to enforce or interpret any of the terms hereof, City shall be entitled to be paid all court costs and expenses, including reasonable attorneys'fees, incurred by City with respect to such action, unless as a part of such action, the court of competent jurisdiction determines that each of the material assertions made by City as a basis for such action were not made in good faith or were frivolous. In the event of an action instituted by or in the name of the Developer under this Agreement or to enforce or interpret any of the terms of this Agreement, City shall be entitled to be paid all court costs and expenses, including attorneys' fees, incurred by City in defense of such action (including with respect to City's counterclaims and cross-claims made in such action), unless as a part of such action the court determines that each of City's material defenses to such action were made in bad faith or were frivolous. Section 34. NO WAIVER. The failure of the City to insist upon strict adherence to any term of this agreement on any occasion shall not be considered a waiver of any of the City's rights under this agreement or deprive the City of the right thereafter to insist upon strict adherence to that term or any other term of this agreement. Section 35. PILOT PROGRAM FOR RCC ROADWAY IMPROVEMENTS Public Improvements shall be designed and constructed in compliance with Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement, as amended. Maintenance and warranty for Public Improvements will be provided in accordance with the Pilot Program for Roller Compacted Concrete Roadway Improvements agreement, as amended. Any conflict between this agreement and the Pilot Program for Roller Compacted Concrete Roadway Improvements agreement, the Pilot Program for Roller Compacted Concrete Roadway Improvements agreement shall control. Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 13 of 16 Exhibits Attached and Incorporated by Reference: Exhibit 1 – Plat– King's Landing Unit 2 Exhibit 2– Public Improvement Plans– King Landing Unit 2 Exhibit 3– Geotechnical Report (Specific to Kings Landing Unit 2) Exhibit 4– Cost Estimate Exhibit 5– Performance Bond Exhibit 6– Payment Bond Exhibit 7– Maintenance Bond Exhibit 8– Insurance -Exhibit-9—Disclosure-of Interest Incorporated by Reference Only: Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement(referred to in this Agreement as"Pilot Program") • Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 14 of 16 DEVELOPER: MPM Development, LP ftb=--0:.-4---e(11 i2- - (I- 2-2_ Moses Mostaghasi Date General Partner _ """'�olY p& JOANN SALINAS s�;Notary Public,Stated-Micas ,:-.,:•,.....4, Comm.Expires 03-02-2026 STATE OF TEXAS § '' ,;;'�°� Notary ID 133621810 § COUNTY OF NUECES § This instrument was acknowledged before me on 'hUn- ier ' , 2022, by Moses Mostaghasi, General Partner of MPM Development, LP, on behalf of said company. � Cn�` OI"---- ' va Not Public's Si ature Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 15 of 16 • EXECUTED IN-ONE ORIGINAL this day of MorLV` , 20 ' 3. ATTEST: CITY OF i /' / S CHRIS hcft Re ecca Huerta AlbeJ. ' .ymo III City Secretary Director • Dev; opment Services 5 03�,a1�10 fAuttiuAit,.. sy ARV APPROVED AS TO LEGAL FORM: ,) /1/t,d4 Buck Brice (Date) Senior Assistant City Attorney For City Attorney Participation Agreement Subject to Pilot Program for Roller Compacted Concrete Roadway Improvements Agreement Page 16 of 16 • au1 n mu 1 I;GENII, 0,'00011m. 1l iasn s...c.moan,..,:en+" a, aJ�ry rn....>..o. 1 ' 70.010 .. SRL a+ t N�9_01'�Q'�F 29�.Q0_ TI .: kW 0 aiaa ar......w.• .`000 +.icon MO.01.,a rt--- Y wO sr 01..r. w...n..a.r 19 rr1c ryq I ®s I a��� R �. 7:::7 masa r. 0 mixt ----I-w .7.. e 1—aaa—gVYu.>=a z., a...,. Auer .,� 1 39 y� m.o.wo.taor.m....we,.. 1 all m•am.K MO 0 MR NOOK 7 _.19-&-.1.3- - - 0, .1.7.-+•,rrcl I a... .MSOMP i0..sn. RGV�'CII ST — — •.n .at.C..[.arD Oat.!.. 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RECEIVED 01. u w y 0w. 1•00. :moo I "'"(—'a' '— CORPUS CHRISTI, NUECES COUNTY, TEXAS r0.1.0 701 a a.K I 41 a .CY.•. . �r�0al 10 MI Se/emitsY �..Y w f�a a6 2u nw �.as 10 .. NW e r 1 11 7 ---'...=9,Z'....,="0.`.,uav ng.•,1117,,%,u. CONTINUED nem PREVIOUS SHEET '499•W'29'E 1033.33' L. •''n` 24.21' /' •a•�•E a ! cm-r-.r- a-..-- -z.-.-.za7-aa-►:—.—uU,e I L --L!. "SFr i '1 > I �> 1 ay.nr li! I 8 I '-'ea a 4'---_ N I " II ! 11 �m�q . mts «1:> Sy a p I .•a:a°Pr. !�.'8 11 i I Q) I M I tr. lan�ftZr� qI� Ilt w p- L I I I ! asci ..,._N8_ DIM -A^i-�-__WC_ mar----n'sc-�© I .a .; ;1'r • a Y --- = ._._...._._--1-.. . 60•rIn 370 44.61.6 . 6666l.466 O. ( A] PKM. 61. ".>bRA.nie 'a.rw.Wr.wcn+llmow .66 mm�.. tss 6 <smmY. p P...I v.tvlyLrrr jYA ascim.aJi'�� N rte=. 889*04'28'E 1033.33' L i SUL 312. Now ss'u•u 134.00. . 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SECTION TIN!CUM ..... >.0 �• r. .or NM LOOM aetr�a 2 f l- s T `_.`_`I M.. �r — SINGLE BOX CULVERTS CAST-IN-PLACE PTO b FILL WS C WI o SO F- '..■ ••f• SCC-8 _ ��ff' I '... s .` cwcx.xvs .� s....-•••••c_ :.:,r.s-m•,.n.acs- 3 SILLS OF REINFORCING STEEL (For Sox LMQt • 40 Feet) QUANTITIES SECT ION 3 Y era o-6• Ws ra k e)HMS(on er• a t e w re-Id �♦h w a 2t•Id Ws et• N21 M ers r•ra1 . • • ; w • ..•6 W.I. 1616 _ I a. • nr. r �rwr 3;d.••rrr+ w ,� I:'""'1r .2 w s }1.22.6 r 'a'-arn•I w 1.11 I •.�✓.,.. r.wl H n.L awn m tx al j w r• or 1.2 22I r r,•N S. w 221- r• rraw3•-a•"r-r' M V','20 :-17.7,...��gqqa.•7 f1 ri a rill�,r.. r le 1.-16t. sr• •• ow wir • r 1 •• •••••sr eTi.� r rife n.ri A 2. • r. ;re r•r wr.•rrr• r(r•x u6 a +a rl' 1.11- -I r 1i TTr.a- iT :r r _ or,'irr's. n_nr-r =y .o-I.. ore. -I -or so' r-'rl 4r. rY 1Ir r r wtrf r- -rIr — rIr w ..r..= r-In r o.•I%on jai ;:, ::,4.. r :1:: r:'r a :r •. :'r K :CI::: r r .: ; •- - . >sa 1 r St • r •• w s: r-rr ton w w r r•or• -3:::..2- w r-r rp• r-rr ear ,-t v u w x.r I o•« t r rr�l rI ern Rr •. �•..r r», w-f' WW„..or 1 ��v ao.:•.: y `f: ;2w : :I:: r ;r r{r:r:r rir : eleor :I I I w Ls r r l r.r rw w ;••••••;.;r:r■ • e-T mon 1r-r.,aa 2 Err .><r r. • rrr r T wi.w yy n VI r sof........ M • rr 1rw''• �•1.LF : I1i: ' r r no :IFret• r•11.-SrRwatr mw a • 2Y o. it ' ..• ♦ 1 ..wa1or r.) 4� rYwar Lu wr ri r.we • rr r.imirov w-i me 2v niu r•aa l 4a,• LN•r r i n t 7.'Z -41.^,-,1-7..7 6y f •�a x161.1.•16.16. r•,r.r a M i .. rr�y r NMI MON.IF onernoren •nes se o-nore i. �n ar• .'•r^rtl�rre M r-'2▪ �..y1•:6w:w OM i`••we r. :wt., ti we••rl•ww•s Mw. M ▪ .• w se a t•Wesof.Wr r • •• nn env aw • • Ma yM wF •rWt. •4•r' rYn;i a a sr.w Lortw WOW tGeo t I I SINGLE BOX CULVERTS CAST-IN-PLACE o TO X FILL SCC-8 __. _1616..._ 16__16__. 16__16_ __ ._____ __ ELWov.La.�pi.r ` •,.166-1 3 tvarrs .......1C t a„sUCU x1..vTC :-• .__— _. .r�.r. RELEASED FOR CCN$°T � , By James Schwarz,P.E-9:29 pm,`'Sep�0,''i22 i KING'S LANDING UNIT 2 ADDENDUM NO. 1 TO APPROVED PLANS PROVIDING FOR USE OF HDPP (HIGH DENSITY POLYETHELENE PIPE) FOR STORM WATER BENEATH STREETS AND THROUGHOUT PROJECT SEPTEMBER 1, 2022 e"kik‘%Vs\ .sem OF T t f l �x f*7' NIXON M.WELSH ,�f .e. 3624° :1 �.- srs t Sheet 1 of 2 ( •,4. UNPAVEDAREAS PAVEDAREA�yJames Schwarz,P.E.9:29 pm,. ;i. /<-- ASPHALT OR CONCRETE PAVEMENT TOPSOIL TO BE PROVIDED AS PER PLANS EQUAL OR BE HER THAN EXIST. (4" MIN. DEPTH) • // ♦�.�♦♦♦� •' •• ;•:,, .• '•V '' < BACKFILL SHALL BE CEMENT ������ ; STABILIZED SAND AND SHALL MEET V) THE FOLLOWING REQUIREMENTS: _� i\ % • •. • . ••. ✓- g SEE TABLE 2- ITEM B •`` • •••.. ‘,/ LT a. COMPACTED TO 95% STD. PROCTOR Y m0 A. ��,,♦♦. p z DENSITY (ASTM D698) z 2 •+. -\' SELECT BACKFILL MATERIAL G i �.���� , , ; -o FROM EXCAVATION COMPACTED OP • w TO 957. STD. PROCTOR DENSITY i".,..0 •�♦�••4••�♦•••�'♦• f/ 0 S E(ASTM TABLE8) 2 - ITEM A •n \/ r fr--- SELECT BACKFILL MATERIAL 4 .. FROM EXCAVATION COMPACTED 6 v TO 95% STD. PROCTOR P.C.CPIP E DENSITY ASTM D698 / SEE TABLE 2 - ITEM A ` ♦v. / < !((/// 3\ SAND ENCASEMENT (INITIAL BACKFILL) `4 COMPACTED TO 95% STANDARD a i� 'C< PROCTOR DENSITY (ASTM D698) TA>%>.›.%>%%>.. .%iVh.>% ,>%5e R.C. PIPE 0.D. + 2•-0" / THIS DETAIL IS AN EXCERPT TAKEN FROM CITY STANDARD STORM WATER DETAILS, SHEET 3 TRENCHBAC/(fF/LL FOR STORM`PATER P/PES NOT TO SCALE ADDENDUM NO. 1 EXHIBIT FOR USE OF HIGH DENSITY POLYETHELENE PIPE FOR STORM WATER NTS NOTES: m?"% 1. HDPP (HIGH DENSITY POLYETHYLENE PIPE) IS t�AE of rf4..fht �*t APPROVED FOR USE THROUGHOUT THIS PROJECT, BENEATH STREETS AS WELL AS OUTSIDE OF STREETS. S r *, ..*It e 2. HDPP SHALL BE CONSTRUCTED ACCORDING TO THE S */ ABOVE CITY STANDARD STORM WATER DETAIL EXCEPT ' NIXON M.WELSH ,t THAT SAND ENCASEMENT FOR 30" & 48" HDPPs Arts 36240 :O SHALL EXTEND TO 6" BELOW THE PIPE IN UEU OF 4- p •: O :4Ws BASS AND WELSH ENGINEERING TI, TX THATSHOWN DPPIN MAYABESTANDARD LIEU�OFL AND PEXCEPT �i�e...GISTE. •G\=lei SUCORPUS RVEY REG. NO. 100027-00, fi)NAI E TX ENGINEERING REG. NO. F-52, 3. PIPE SPECIFICATION FOR HDPP IS SHOWN IN WI. /��yi FILE: EXB-STO DET, JOB NO. SHEET 2 OF THE APPROVED PLANS. 1� 20024, SCALE: 1" = 20' 9/1 /22 PLOT SCALE: SAME, PLOT DATE: 9/1/22, SHEET 2 OF 2 Exhibit 3 Lntertek GEOTECHNICAL ENGINEERING REPORT tip Proposed King's Landing Units 2 & 3 Mous Streets Corpus Christi,Texas PSI Project No. 03122734-23 PREPARED FOR: MPM Homes, Inc. P.O. Box 331308 Corpus Christi,TX 78463 November 9, 2022 BY: PROFESSIONAL SERVICE INDUSTRIES, INC. 810 S. Padre Island Dr. Corpus Christi,Texas 78416 Phone: (361) 854-4801 intettek Professional Service Industries,Inc. 810 S.Padre Island Drive Corpus Christi,Texas 78416 Office (361)854-4801 November 9, 2022 MPM Homes,Inc. P.O.Box 331308 Corpus Christi,TX 78463 Attn: Mr.Moses Mostaghasi RE: GEOTECHNICAL ENGINEERING REPORT PROPOSED KING'S LANDING UNITS 2&3 VARIOUS STREETS CORPUS CHRISTI,TEXAS PSI Project No.03122734-23 Dear Mr. Mostaghasi: Professional Service Industries, Inc. (PSI), an lntertek company, is pleased to submit this Geotechnical Engineering Report for the referenced project.This report includes the results from the field and laboratory investigation along with recommendations for use in preparation of the appropriate design and construction documents for this project. PSI appreciates the opportunity to provide this Geotechnical Engineering Report and looks forward to continuing participation during the design and construction phases of this project. PSI also has great interest in providing materials testing and inspection services during the construction of this project and will be glad to meet with you to further discuss how we can be of assistance as the project advances. If there are questions pertaining to this report, or if PSI may be of further service, please contact us at your convenience. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES,INC. Texas Board of Professional Engineers Certificate of Registration ft F003307 .... DEXTER BACON 2 Philip L.Johnson,P.E. /j� 54560 .• i Dexter Bacon,P.E. Principal Consultant Chief Engineer 44L 041" Senior Geotechnical Engineer ll`ssic, ' 11/9/2022 www.intertek.com/building TABLE OF CONTENTS Electronic Navigation:The TOC below and :teyworo are hyperlinked to sections of relevance.The e Symbol will return the reader to the TOC. Page No. TABLE OF CONTENTS 1.0 PROJECT INFORMATION 1.1 PROJECT AUTHORIZATION 1 1.2 PROJECT DESCRIPTION 1 1.3 PURPOSE AND SCOPE OF SERVICES 1 2.0 SITE AND SUBSURFACE CONDITIONS 3 2.1 SITE DESCRIPTION 3 2.2 FIELD EXPLORATION 3 2.3 LABORATORY TESTING PROGRAM 4 2.4 SITE GEOLOGY 4 25 SUBSURFACE CONDITIONS 4 3.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 6 3.1 GEOTECHNICAL DISCUSSION 6 3.2 POTENTIAL VERTICAL MOVEMENT OF EXPANSIVE SOILS 6 3.3 UTILITY EXCAVATION AND LATERAL EARTH PRESSURE CONSIDERATIONS 6 3.4 DISCUSSION OF BEDDING AND BACKFILL MATERIALS 7 35 EXCAVATION AND SHORING CONSIDERATIONS 8 3.6 SITE SEISMIC DESIGN RECOMMENDATIONS 8 4.0 PAVEMENT DESIGN RECOMMENDATIONS 9 4.1 PAVEMENT DESIGN PARAMETERS 9 4.2 PAVEMENT SECTION RECOMMENDATIONS 10 5.0 CONSTRUCTION CONSIDERATIONS 13 5.1 INITIAL SITE PREPARATION CONSIDERATIONS 13 52 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS 13 5.3 SULFATES EVALUATION 14 5.4 EXCAVATION OBSERVATIONS 14 5.5 DRAINAGE CONSIDERATIONS 14 5.6 EXCAVATIONS AND TRENCHES 14 6.0 REPORT LIMITATIONS 16 APPENDIX 17 Ate vicinity Nicip Boring Location Plat. Boring Logs Key to Terms and 5E7100;3i;se:i r INDEX OF FIGURES Page No. FIGURE 4.1:ROLLER COMPACTED CONCRETE PAVEMENT TYPICAL SECTION 10 INDEX OF TABLES Page No. Table 1.1:General Project Description 1 Table 2.1:Site Description 3 Table 2.2: Field Exploration Summary 3 Table 2.3: Field Exploration Description 3 Table 2.4: Laboratory Testing Program 4 Table 2.5:Generalized Soil Profile 5 Table 3.1: Excavation and Shoring Data 8 Table 32: Recommended Design Seismic Parameters 8 Table 4.1:Pavement Design Parameters and Assumptions 9 Table 42:Roller Compacted Concrete Pavement Design Thickness 10 Table 4.3:Pavement Profile Design and Construction Recommendations__.......... 11 Table 4.4:Compaction and Testing Recommendations for Pavement Areas 12 Table 5.1:Subgrade Preparation for Non-Structural-General Fill ....___.. 13 Table 52: Fill Compaction Recommendations Outside of Pavement Areas . 13 • El Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734-4 Corpus Christi,Texas November 9,2022 1.0 PROJECT INFORMATION 1.1 PROJECT AUTHORIZATION Professional Service Industries, Inc. (PSI), an Intertek company, has completed a field exploration and geotechnical evaluation for the proposed King's Landing Units 2 & 3 project. Mr. Bobak Mostaghasi representing MPM Development,authorized PSI's services on 10/6/2022 by signing PSI Proposal No.384241. PSI's proposal contained a proposed scope of work, lump sum fee,and PSI's General Conditions. 1.2 PROJECT DESCRIPTION Based on information provided by the Client,PSI's review of a site plan entitled Public Improvements to King's Landing, and prepared by Bass and Welch Engineering, and the results of this geotechnical investigation, a summary of our understanding of the proposed project is provided in the following General Project Description table. TABLE 1.1:GENERAL PROJECT DESCRIPTION Project Items New streets for a new tang's Landing Units 2&3 residential development Existing Grade Change within Building Pad Area Relatively Flat Existing Grade Change within Project ±2 feet(estimated from Google Earth) Site Area Finished Floor Elevation ! Not Provided Pavement for Parking and Drives RCC Pavement The geotechnical recommendations presented in this report are based on the available project information, structure locations, and the subsurface materials encountered during the field investigation. If the noted information or assumptions are incorrect, please inform PSI so that the recommendations presented in this report can be amended, as necessary. PSI will not be responsible for the implementation of provided recommendations if not notified of changes in the project. 1.3 PURPOSE AND SCOPE OF SERVICES The purpose of this study is to evaluate the subsurface conditions at the site and develop geotechnical engineering recommendations and guidelines for use in preparing the design and other related construction documents for the proposed project. The scope of services included drilling soil borings, performing laboratory testing,and preparing this geotechnical engineering report. This report briefly outlines the available project information, describes the site and subsurface conditions, and presents the recommendations regarding the following: P.'.GE 1 Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734-4 Corpus Christi,Texas November 9,2022 • General site development and subgrade preparation recommendations; • Estimated potential soil movements associated with collapsing, shrinking and swelling soils and methods to reduce these movements to acceptable levels; • Recommendations for site excavation, fill compaction, and the use of on-site and imported fill material under pavements; • Recommendations for the design and construction considerations for roller compacted concrete (RCC)pavement for the proposed streets;and • Utility design and construction considerations. The scope of services for this geotechnical exploration did not include an environmental, mold nor detailed seismic/fault assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock,surface water,groundwater,or air on or below,or around this site.Statements in this report or on the boring logs regarding odors,colors,and unusual or suspicious items or conditions are strictly for informational purposes. PAGE 2 Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734-4 Corpus Christi,Texas November 9,2022 2.0 SITE AND SUBSURFACE CONDITIONS 2.1 SITE DESCRIPTION The following table provides a generalized description of the existing site conditions based on visual observations during the field activities,as well as other available information. TABLE 2.1:SITE DESCRIPTION Site Location CR 49 and FM 43,Corpus Christi,Nueces County,Texas Site-History Farm Land,New Reisdential Construction Existing Site Ground Cover I Grass,weeds Existing Grade/Elevation Changes ±2 feet(estimated from Google Earth) North:Undeveloped Cultivated Fields Site Boundaries/Neighboring East: London School Development South:Weber Road West Residential Subdivision Ground Surface Soil Support Good enough for construction vehicles when dry;Poor when wet Capability 2.2 FIELD EXPLORATION Field exploration for the project consisted of drilling a total of 15 borings.The boring design element,boring labels,approximate depths and drilling footage are provided in the following table. TABLE 2.2:FIELD EXPLORATION SUMMARY Design Element Number of Boring Depth Drilling Footage Borings (ft) (feet) Pavement 13 10 130 Pavement/Util iti es 2 20 40 TOTAL: 15 170 The boring locations were selected by PSI personnel and located in the field using a recreational-grade GPS system. Elevations of the ground surface at the boring locations were not provided and should be surveyed by others prior to construction.The references to elevations of various subsurface strata are based on depths below existing grade at the time of drilling. The approximate boring locations are depicted on the Boring Location Plan provided in the Appendix. TABLE 2.3:FIELD EXPLORATION DESCRIPTION Drilling Equipment Truck-Mounted Drilling Rig Drilling Method Continuous Flight Augers Drilling Procedure Applicable ASTM and PSI Safety Manual Field Testing Hand Penetrometer,Standard Penetration Test(ASTM D1586) P-GE 2 Y 1 Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734-4 Corpus Christi,Texas November 9,2022 Sampling Procedure ASTM D1587/1586 Sampling Frequency Continuously to a Depth of 10 Feet and at 5-foot Intervals Thereafter Frequency of Groundwater During and After Drilling Level Measurements Boring Backfill Procedures Soil Cuttings During field activities, the encountered subsurface conditions were observed, logged, and visually classified (in general accordance with ASTM D2487). Field notes were maintained to summarize soil types and descriptions,water levels, changes in subsurface conditions,and drilling conditions. 2.3 LABORATORY TESTING PROGRAM PSI supplemented the field exploration with a laboratory testing program to determine additional engineering characteristics of the subsurface soils encountered.The laboratory testing program included: TABLE 2.4:LABORATORY TESTING PROGRAM Laboratory Test Procedure Specification Visual Classification ASTM D2488 Moisture Content ASTM D2216 Atterberg Limits ASTM 04318 Material Finer than No.200 Sieve ASTM D1140 The laboratory testing program was conducted in general accordance with applicable ASTM Test Methods. The results of the laboratory tests are provided on the Boring Logs in the Appendix. Portions of samples not altered or consumed by laboratory testing will be discarded 60 days from the date shown on this report. 2.4 SITE GEOLOGY As shown on the Geologic Atlas of Texas,Corpus Christi Sheet,reprinted in 1975,the site is located in an area where the Beaumont Formation (Qb) is present at or near the ground surface. The Beaumont Formation consists mostly of clay and sand intermixed with gravel.The Beaumont Formation thickness varies from 3 to 10 meters to over 100 meters toward the southeast. 2.5 SUBSURFACE CONDITIONS The results of the field and laboratory investigation have been used to generalize a subsurface profile at the project site. The following subsurface descriptions provide a highlighted generalization of the major subsurface stratification features and material characteristics. PAGE 4en, I Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734-4 Corpus Christi,Texas November 9,2022 TABLE 2.5:GENERALIZED SOIL PROFILE o� Top Bot. LL Passing Stratum (ft) (ft) Soil Type (%) PI #200 PP(Avg} Sieve 1. 0 20 Fat Clay 75 43 88 2.3 Where: LL=Liquid limit(%) P1=Plasticity Index PP—Hand Penetrometer(tsf) The boring logs included in the Appendix should be reviewed for specific information at individual boring locations. The boring logs include soil descriptions, stratifications, locations of the samples, and field and laboratory test data.The descriptions provided on the logs only represent the conditions at that actual boring location;the stratifications represent the approximate boundaries between subsurface materials.The actual transitions between strata may be more gradual and less distinct. Variations will occur and should be expected across the site. 2.5.1 GROUNDWATER INFORMATION Water level measurements were performed during drilling and after completion of drilling. Specific information concerning groundwater is noted on each boring log presented in the Appendix of this report. Groundwater was not encountered during the field investigation of this site. Groundwater levels fluctuate seasonally as a function of rainfall, proximity to creeks, rivers and lakes, the infiltration rate of the soil, seasonal and climatic variations and land usage. In relatively pervious soils,such as sandy soils,the indicated depths are a relatively reliable indicator of groundwater levels. In relatively impervious soils, water levels observed in the borings may not provide a reliable indication of groundwater elevations, even after several days. If a detailed water level evaluation is required,observation wells or piezometers can be installed at the site to monitor water levels. The groundwater levels presented in this report were measured at the time of PSI field activities. The contractor should determine the actual groundwater levels at the site before construction activities. PAGE 5 Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734-4 Corpus Christi,Texas November 9,2022 3.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 3.1 GEOTECHNICAL DISCUSSION The following design recommendations have been developed based on the previously described project characteristics and subsurface conditions encountered.If there are changes in the project criteria,PSI should be retained to determine if modifications in the recommendations will be required.The findings of such a review would be presented in a supplemental report.Once final design plans and specifications are available, a general review by PSI is recommended to observe that the conditions assumed in the project description are correct and to verify that the earthwork and foundation recommendations are properly interpreted and implemented within the construction documents. 3.2 POTENTIAL VERTICAL MOVEMENT OF EXPANSIVE SOILS The soils encountered at the soil boring locations exhibit a high potential for volumetric changes, due to fluctuations in soil moisture content. PSI has conducted laboratory testing on the soils to estimate the expansive soil potential with soil moisture variations.These soil moisture variations are based on historical climate change data for a particular site. Determining the soil potential for shrinking and swelling,combined with historical climate variation, aids the engineer in quantifying the soil movement potential of the soils supporting the floor slab and shallow foundations. Shrink/swell movement procedures using two soil modeling systems, the Post Tensioning Institute's (PTI) "Design of Post-Tensioned Slabs-on-Ground, 3rd Edition"and Texas Department of Transportation (TxDOT)method TEX-124-E, were utilized to approximate the Potential Vertical Movement(PVM)for this location. 3.2.1 SHRINK/SWELL MOVEMENT(PVM)ESTIMATE Based on laboratory testing results and the TEX-124-E and the PTI methods,the potential vertical movement (PVM)within the proposed project area is estimated to be approximately 4 inches. It is not possible to accurately quantify actual soil moisture changes and resulting shrink/swell movements. The PVM (often referred to as PVR) and referenced structural movements values provided should not be considered absolute values that could occur in the field,but approximate values based on industry standard practice and experience. Extreme soil moisture variations could occur due to unusual drought severity, leaking water or sewer lines, , perched groundwater infiltration, or seasonal springs. Also, soil desiccation from trees located adjacent to or previously underneath the building,downspouts directing roof discharge under the foundation,poor drainage or irrigation line breaks could lead to moisture content changes greater than accounted for from normal climate variations and result in excessive foundation movements. The unknown factors previously mentioned cannot be determined at the time of the geotechnical study. Therefore,estimated shrink/swell movements are calculated only in consideration of historical climate data related to soil moisture variations.Movements in excess of these assumed variations should be anticipated and regular maintenance should be provided to address these issues throughout the life of the structure. 3.3 UTILITY EXCAVATION AND LATERAL EARTH PRESSURE CONSIDERATIONS New utility lines may be installed below the pavement.The pipe designer should account for sustained loads due to the soil overburden pressures and potential surcharge loads that may be applied to the pipe.The load due to the soil overburden pressures can be estimated using the total and effective unit weights of the soil PAGE 6 Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734-4 Corpus Christi,Texas November 9,2022 and depths of each layer of soil.A total unit weight of 110 pcf or buoyant weight of 64 pcf may be assumed for on-site clayey material. In addition, hydrostatic pressures and/or surcharge loads, if present,should also be accounted for in the design. Unbalanced thrust forces could also be developed in the pipeline due to changes in direction,cross-sectional areas, or if the pipe is terminated.These forces may cause joints to disengage if not adequately restrained. To resist movement and overstressing the pipe, suitable buttressing should be provided. In general, thrust blocks and/or concrete encasement are common methods of providing reaction for the thrust restraint design.For design of thrust blocks and similar other thrust restraints may be designed in consideration of an allowable passive resistance of 1,200 psf. Unbalanced forces produced by grade and alignment changes can be resisted by friction on the pipe. The frictional resisting force can be computed by multiplying the pressure produced by the combined weight of the pipe, contained water,and soil overburden by a coefficient of friction between the pipe and underlying bedding material.Based upon the recommended pipe installation and bedding,the unfactored coefficient of friction is anticipated to be approximately 0.3. The Occupational Safety and Health Administration (OSHA)Safety and Health Standards (29 CFR Part 1926, Revised October 1989), require that excavations be constructed in accordance with the current OSHA guidelines. Furthermore, the State of Texas requires that detailed plans and specifications meeting OSHA standards be prepared for trench and excavation retention systems used during construction. Most soils at this site consist primarily of clays that would be classified as OSHA Type "B"soils requiring a temporary excavation slope no steeper than 1H:1V.However,any soils below the groundwater table would be classified as Type"C"soils requiring temporary slopes no steeper than 1%H:1V. Groundwater was not encountered in the test borings during our field exploration.We recommend that the contractor perform an investigation to establish groundwater levels prior to construction to evaluate sloping and dewatering requirements prior to construction. 3.4 DISCUSSION OF BEDDING AND BACKFILL MATERIALS Typically,the bedding and initial backfill around a buried pipeline is designed to support and protect the pipe. Secondary backfill is then placed over the initial backfill and pipe to help protect the pipe, reestablish the ground surface at the trench,and provide support to structures overlying the trench. Generally,the bedding and initial backfill materials for piping consist of a graded gravel.The existing soils at the pipe bearing levels should be removed to a minimum depth of six(6)inches below the bottom of the pipe and replaced with gravel bedding.The bedding material should embed the lower quadrant or to the midpoint of the pipe at a minimum and should be compacted in maximum compacted thickness of eight(8)inches with mechanical hand compaction equipment.The initial backfill should extend from the surface of the bedding to a point one(1)foot above the top of the pipe and should be compacted in maximum compacted thickness of eight(8)inches with mechanical hand compaction equipment. The secondary backfill may consist of material excavated from the trench.The secondary backfill should be free of debris and should not contain stones greater than three(3)inches in diameter.The secondary backfill should be placed at moisture contents between optimum and plus four(+4)percentage points of optimum and compacted to at least 95 percent of the maximum dry density as determined by ASTM D698. Each lift PAGE 7 Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734-4 Corpus Christi,Texas November 9,2022 should be placed with a maximum compacted thickness of six(6)inches.Care should be taken during backfill compaction to prevent structural damage to the pipe. 3.5 EXCAVATION AND SHORING CONSIDERATIONS Lateral earth pressures from the soils will be applied to the trench shoring.Additionally,hydrostatic pressures and any equipment loads,and other surcharges should be considered for trench shoring design.The follow table should be utilized for the design of the allowable temporary slopes and trench shoring. TABLE 3.1:EXCAVATION AND SHORING DATA Material Type OSHA Soil Type At-Rest Condition,Ko Fat and Lean Clay(CH "B-, 0.60 and CL) Fat and Lean Clay below GWT(CH and CL), "C' 0.60 Clayey Sands(SC) A lateral earth pressure of 120 pcf*Ko*depth(ft)should be used to evaluate lateral earth pressures applied to the shoring in a rectangular distribution. These values do not consider hydrostatic pressures. We recommend that the hydrostatic pressure be added to the lateral earth pressure in a triangular distribution of 62.4 pcf* (X)for that portion of the shoring below the groundwater table. 3.6 SITE SEISMIC DESIGN RECOMMENDATIONS For the purposes of seismic design, based on the encountered site conditions and local geology, PSI interpreted the subsurface conditions to satisfy the Site Class D criteria for use at this site as defined by the International Building Code(IBC).The site class is based on the subsurface conditions encountered at the soil borings, the results of field and laboratory testing, experience with similar projects in this area, and considering the site prepared as recommended herein. The table below provides recommended seismic parameters for the project based on the 2018 edition of the IBC. TABLE 3.2:RECOMMENDED DESIGN SEISMIC PARAMETERS Seismic Parameter IBC 2018 0.2 sec(Ss) 0.064g 1.0 sec(Si) 0.033g Site Coefficient 0.2sec,Fa 1.6 Site Coefficient 1.0 sec,F„ 2.4 0.2 sec(SDs) 0.068g 1.0 sec(Soi) 0.053g PAGE 8 Proposed King's Landing Units 2&3 Subdivision PSI Project No:03122734.4 Corpus Christi,Texas November 9,2022 4.0 PAVEMENT DESIGN RECOMMENDATIONS 4.1 PAVEMENT DESIGN PARAMETERS PSI understands that Roller Compacted Concrete pavements are being considered for this project.Pavement design recommendations based on the City of Corpus Christi IDM pavement design requirements for the various planned street types as outlined in Table 4.1 below are provided.In addition,PSI utilized the"AASHTO Guide for Design of Pavement Structures" published by the American Association of State Highway and Transportation Officials to evaluate the pavement thickness recommendations in this report.This method of design considers pavement performance,traffic, roadbed soil, pavement materials, environment, drainage and reliability. Each of these items is incorporated into the design methodology. PSI is available to provide laboratory testing and engineering evaluation to refine the site-specific design parameters and sections,upon request. Details regarding the basis for this design are presented in the table below. TABLE 4.1:PAVEMENT DESIGN PARAMETERS AND ASSUMPTIONS 70 for Residential Street 75 for Local Residential Collector Reliability,percent 80 for Minor Residential Collector(Cl) 90 for Secondary Collector Street(C2) Design Life 30 Years Initial Serviceability Index 4.5 — Terminal Serviceability Index 2.5 Residential Street:50,000 ESALs Local Residential Collector:200,000 ESALs Traffic Load Minor Residential Collector(C1):1,200,000 ESALs Secondary Collector Street(U):2,000,000 ESAU Standard Deviation 0.39 Concrete Compressive Strength 4,000 psi Estimated Subgrade California 2.0 for high plasticity clay subgrade Bearing Ratio(CBR) Estimated Subgrade Modulus of 200 for lime/cement stabilized subgrade Subgrade Reaction,k in pci Pavements supported on expansive soils will be subject to PVM previously presented(approximately 4 inches ±1/2 inch).These soil movements typically occur to some degree over the life of the pavement.Consequently, pavements can be expected to crack and require periodic maintenance.The pavement section thickness of approximately 15 to 16 inches would reduce the anticipated PVR to approximately 2%inches.It is our opinion that this magnitude of PVR can be primarily resisted considering a concrete or RCC pavement section. During the paving life, maintenance to seal surface cracks within concrete pavement and to reseal joints within concrete pavement should be undertaken to achieve the desired paving life. Perimeter drainage should be controlled to prevent or retard influx of surface water from areas surrounding the paving.Water penetration leads to paving degradation. Water penetration into subgrade materials, sometimes due to irrigation or surface water infiltration, leads to pre-mature paving degradation. Curbs should be used in conjunction with concrete paving to reduce potential for infiltration of moisture into the subgrade.Clay type PAGE 9 V '