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HomeMy WebLinkAbout2026-04-14; City Council; 06; Agreement for Public Art Fabrication and Delivery at Veterans Memorial ParkCA Review TL Meeting Date: April 14, 2026 To: Mayor and City Council From: Geoff Patnoe, City Manager Staff Contact: Craddock Stropes, Cultural Arts Manager craddock.stropes@carlsbadca.gov, 442-339-2026 Subject: Agreement for Public Art Fabrication and Delivery at Veterans Memorial Park Districts: All Recommended Action Adopt a resolution approving an agreement with Gordon Huether & Partners, Inc. for public art fabrication and delivery as part of the Veterans Memorial Park Project, Capital Improvement Program Project No. 4609, for an amount not to exceed $315,000. Executive Summary Veterans Memorial Park will be Carlsbad’s largest community park, located on 93.7 acres near the intersection of Faraday Avenue and Cannon Road. As part of the development of this new park, public art will be featured prominently on the upper plateau of the park where visitors can enjoy scenic views of the lagoon, golf course and ocean. The City Council approved the final public art design concept on Oct. 7, 2025. The artist team is ready to proceed with fabrication of the artwork followed by delivery to the site in coordination with the anticipated park construction schedule. Staff are now recommending the City Council approve the art fabrication and delivery agreement. The City Council’s approval is required under Carlsbad Municipal Code Section 3.28.060, Procurement of Professional Services and Services, because the agreement will cost the city more than $250,000 per agreement year. Explanation & Analysis Public art enhances the quality of life in Carlsbad, and aligns with the city’s General Plan, Arts & Culture Master Plan, Art in Public Places Program and Carlsbad’s 5-Year Strategic Plan goals. Carlsbad Municipal Code Section 2.18.110 requires certain construction projects – including the development of Veterans Memorial Park – to include an amount for works of art equal to at least 1% of the total cost of any such construction project as estimated in the city’s capital improvement program. April 14, 2026 Item #6 Page 1 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 The selected artwork, “The Ring,” is a large circular sculpture designed to honor veterans by providing a place of reflection with a panoramic view. It was designed specifically for the site by Gordon Huether & Partners, Inc. The design was shaped by extensive community and veterans’ input over a nearly two-year period. •A national Call for Artists Qualifications for Veterans Memorial Park permanent public art conceptual design and fabrication was released on Aug. 31, 2023. •A design contract was executed with Gordon Huether & Partners, Inc. on Jan. 28, 2025. •In accordance with the process detailed in the Art in Public Places Program, the Arts Commission recommended approval of the final public art design concept on Aug. 7, 2025. •The City Council approved the final concept on Oct. 7, 2025. A separate veterans memorial plaza with a flagpole, a small platform, perimeter benches, U.S. Military inscriptions and descriptive panels honoring service members will be located at the park’s lower level on the northwest side. The recommended agreement with Gordon Huether & Partners will be for a two-year term, with up to two additional one-year optional extensions as authorized by the City Manager or designee. The two-year contract period is appropriate considering the anticipated park grading and construction schedule and the need for Gordon Huether & Partners to store the artwork until the city is ready to receive it. The contract covers the fabrication, storage and delivery of the artwork; installation will be handled via a separate contract. Extensions are not expected to be needed, but the option provides flexibility in the event of construction delays. Fiscal Analysis The fiscal year 2025-26 Capital Improvement Program budget adopted by the City Council on June 17, 2025, identifies a total current appropriation of $49,168,154 for Veterans Memorial Park, Capital Improvement Program Project No. 4609. The public art allocation for this project was initially estimated at $475,000, and has since been increased to $492,000, which is 1% of the total current appropriation, as required for the public art portion of the project. It is designated as follows: •$95,000 for a design contract with Gordon Huether & Partners, Inc. •$315,000 for the fabrication and delivery contract outlined in this staff report •$82,000 for a future agreement for the installation of the finished sculpture Next Steps Upon execution of the agreement, Gordon Huether & Partners Inc. will begin the process of fabricating the artwork and coordinating delivery to align with the anticipated construction schedule of the park. April 14, 2026 Item #6 Page 2 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Environmental Evaluation On June 15, 2022, the Planning Commission adopted Resolution No. 7453, approving a mitigated negative declaration and mitigation monitoring and reporting program, and adopted Resolution No. 7454, approving Conditional Use Permit CUP 2021-0014, Coastal Development Permit CDP 2021-0052, Hillside Development Permit HDP 2021-0006, and Habitat Management Plan Permit HMP 2021-0006 for Veterans Memorial Park. Exhibit 1.City Council resolution April 14, 2026 Item #6 Page 3 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Exhibit 1 RESOLUTION NO. 2026-073 . A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF CARLSBAD, CALIFORNIA, APPROVING AN AGREEMENT WITH GORDON HUETHER & PARTNERS, INC. FOR PUBLIC ART FABRICATION AND DELIVERY AS PART OF THE VETERANS MEMORIAL PARK PROJECT, CAPITAL IMPROVEMENT PROGRAM PROJECT NO. 4609, FOR AN AMOUNT NOT TO EXCEED $315,000 WHEREAS, the city has a policy of appropriating at least 1% of the total costs of capital construction for public art as defined in Carlsbad Municipal Code Chapter 2.18.110; and WHEREAS, the fiscal year 2025-26 Capital Improvement Program budget adopted by the City Council on June 17, 2025, identifies a total current appropriation of $49,168,154 for Veterans Memorial Park, Capital Improvement Program Project No. 4609; and WHEREAS, an earlier estimate of $475,000 for permanent public art has been increased to $492,000, which is 1% of the total current project appropriation as required for public art; and WHEREAS, Carlsbad Municipal Code Chapter 2.18.120 states that the commissioning of artworks shall be governed by the Art in Public Places Program as developed and adopted by the Arts Commission and City Council; and WHEREAS, on Oct. 7, 2025, the City Council adopted Resolution 2025-228 approving the final design concept by Gordon Huether & Partners, Inc. for permanent public art at Veterans Memorial Park, Capital Improvement Program Project No. 4609; and WHEREAS, the fabrication and delivery portion of the public art project will be executed via a $315,000 agreement with Gordon Huether & Partners, Inc. and will be for a two-year term, with up to two additional one-year optional extensions as authorized by the City Manager, or designee; and WHEREAS, funding for the agreement for public art fabrication and delivery has been appropriated and is sufficient. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Carlsbad, California, as follows: 1.That the above recitations are true and correct. 2.That on June 15, 2022, the Planning Commission adopted Resolution No. 7453, approving a Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program, and adopted Resolution No. 7454, approving Conditional Use Permit CUP 2021-0014, Coastal Development Permit CDP 2021-0052, Hillside Development Permit April 14, 2026 Item #6 Page 4 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 HDP 2021-0006 and Habitat Management Plan Permit HMP 2021-0006 for Veterans Memorial Park. 3.That the agreement with Gordon Huether & Partners, Inc. for public art fabrication and delivery in an amount not-to-exceed $315,000 is approved. 4.That the Mayor is authorized and directed to execute the agreement with Gordon Huether & Partners, Inc. for public art fabrication and delivery (Attachment A). 5.That the City Manager, or designee, is hereby authorized to extend the agreement with Gordon Huether & Partners, Inc. for public art fabrication and delivery, consistent with the terms and conditions of the agreement, as appropriate and based upon satisfactory review of the contractor’s performance. PASSED, APPROVED AND ADOPTED at a Regular Meeting of the City Council of the City of Carlsbad on the 14th day of April, 2026, by the following vote, to wit: AYES: Blackburn, Bhat-Patel, Acosta, Burkholder, Shin. NAYS: None. ABSTAIN: None. ABSENT: None. ______________________________________ KEITH BLACKBURN, Mayor ______________________________________ SHERRY FREISINGER, City Clerk (SEAL) April 14, 2026 Item #6 Page 5 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE AGREEMENT FOR PUBLIC ARTWORK FABRICATION AND Attachment A PSA26-4050LCA DELIVERY FOR VETERANS MEMORIAL PARK PUBLIC ART PROJECT, A COMPONENT OF THE VETERANS MEMORIAL PARK, CAPITAL IMPROVEMENT PROGRAM (CIP) PROJECT NO. 4609 GORDON HUETHER & PARTNERS, INC. THIS AGREEMENT is made and entered into as of the ___ day of ___ ____, 2026, (the "Effective Date") by and between the City of Carlsbad, California, a municipal corporation ("City"), and Gordon Huether & Partners, Inc., a California corporation, ("Contractor") (each a "Party" and collectively the "Parties"). RECITALS A. City requires the professional services of an artist experienced in public art to fabricate and deliver permanent, site-specific artwork for the Veterans Memorial Park Public Art Project, a component of the Veterans Memorial Park Project, Capital Improvement Program (CIP) Project No. 4609, located at the future Veterans Memorial Park site near the intersection of Faraday Avenue and Cannon Road in Carlsbad, California, which artwork will be installed by a City-retained public-works contractor. B. Contractor represents that it is qualified and experienced in the fabrication, storage, transportation, and delivery of large-scale public artworks. C. City will separately procure and contract for installation of the Artwork under a public works construction contract. This Agreement is limited to fabrication, storage, transportation, delivery, and delivery-time unloading/unpacking/staging as expressly described herein. Contractor shall have no responsibility under this Agreement for installation labor, supervision, means and methods, rigging, anchorage, field welding, finish protection during installation, or post-installation inspection. Contractor shall not perform any work constituting "public works" as defined in California Labor Code section 1720 under this Agreement. The Parties acknowledge that fabrication and delivery of the Artwork under this Agreement are distinct from and independent of the installation work, which will be procured and performed under a separate public works construction contract. D. Contractor submitted a proposal for fabrication and delivery of the Artwork and has affirmed its willingness and ability to perform the Services described herein. E. For purposes of this Agreement, "Design Agreement" means the "Agreement for Public Artwork Design Services for Veterans Memorial Park Public Art Project, CIP No. 4609," City Agreement No. PSALCA-24076CA, dated January 28, 2025, as amended. For clarity, the Contractor under this Agreement is the same artist selected under the Design Agreement and may be referred to by the City as the "project artist." City Attorney Approved Version 10/24/2025 Page 1 April 14, 2026 Item #6 Page 6 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 April15th Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA F. Pursuant to Section 5 of the Design Agreement, as amended on October 8, 2025, in Amendment No. 1 to the Design Agreement, Contractor was granted the right of first refusal for fabrication of the approved artwork design and has elected to proceed under this Agreement. G. For purposes ofthis Agreement, (a) "Artwork" means the permanent, site-specific artwork for the Veterans Memorial Park Public Art Project, the "final design" of which was approved by the Carlsbad City Council on October 7, 2025 (Resolution No. 2025-228) (the "Final Artwork Design"), and as further described and engineered in the Construction Documents to be fabricated and delivered under this Agreement; (b) "Services" means all work, deliverables, and obligations required of Contractor under this Agreement and its Exhibits, including, without limitation, Artwork fabrication, storage, transportation, delivery, delivery-time unloading/unpacking/staging, preparation and delivery of the Maintenance & Conservation Plan, documentation, progress reporting, and any other tasks described in Exhibit A; Services expressly exclude assembly and installation and all field construction activities, which will be performed under the City's separate installation contract; and (c) "Construction Documents" (or "CDs") means the final engineering, shop/fabrication drawings, specifications, and installation/anchorage details prepared and submitted by Contractor pursuant to Exhibit A, Section 1.2 of the Design Agreement, as reviewed and accepted by the City, together with any updates or revisions approved under this Agreement. NOW, THEREFORE, in consideration of these recitals and the mutual covenants contained herein, City and Contractor agree as follows: 1. SCOPE OF WORK City retains Contractor to perform, and Contractor agrees to render, those services (the "Services") defined in Exhibit A, which Exhibit is incorporated by this reference in accordance with this Agreement's terms and conditions. 2. STANDARD OF PERFORMANCE Contractor shall perform the Services with the degree of care and skill ordinarily exercised by reputable public art professionals practicing in metropolitan Southern California, using reasonable diligence and best professional judgment, and shall provide materials, finishes, and workmanship suitable for long-term outdoor coastal exposure and compliant with applicable codes and standards. 3. TERM The term of this Agreement is two (2) years from the Effective Date. The City Manager may extend the Agreement for up to two (2) additional terms of up to one {1) year each (or parts thereof) by written amendment stating the effective date and length of the extension. Any extension is conditioned on satisfactory performance, the City's continuing need, and appropriation of funds by the City Council. City Attorney Approved Version 10/24/2025 Page 2 April 14, 2026 Item #6 Page 7 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 4. COMPENSATION AND PAYMENT The total compensation for the Services shall not exceed three hundred and fifteen thousand dollars ($315,000) (the "NTE"), inclusive of all Contractor costs for fabrication, storage, delivery, insurance, and fabrication-related coordination expressly described in this Agreement. No other compensation for the Services will be allowed except for items covered by subsequent amendments to this Agreement. Incremental payments, if applicable, should be made as outlined in attached Exhibit A. The City's obligation to make payments under this Agreement is contingent upon the annual appropriation of funds by the City Council. If funds are not appropriated, City may terminate this Agreement without liability for the unappropriated portion upon written notice. The City Manager or designee may approve administrative amendments or change orders in an amount not to exceed ten percent (10%) of the approved contract amount, provided that such amendments do not materially alter the scope of work, do not modify the design elements previously approved by the City Council, and sufficient appropriations are available. 5. STATUS OF CONTRACTOR Contractor will perform the Services as an independent contractor and in pursuit of Contractor's independent calling, not as a City employee, agent, joint venturer, or partner. City will control only the result to be accomplished; the means and methods of performance are within Contractor's control. All persons engaged by Contractor (including subcontractors and their personnel) are not City employees for any purpose and remain under Contractor's exclusive direction and supervision. Contractor has no authority to bind the City unless expressly authorized in writing. The payment made to Contractor under this Agreement constitutes the full and complete compensation to which Contractor is entitled. City will not make federal or state tax withholdings on behalf of Contractor or its agents, employees, or subcontractors, and will not pay workers' compensation insurance, unemployment contributions, Social Security, overtime, or other payroll-related obligations on their behalf. Contractor shall be solely responsible for all such obligations and shall indemnify and reimburse City within thirty (30) days for any tax, retirement contribution, Social Security, overtime, unemployment, or workers' compensation payment City is required to make on account of Contractor's performance hereunder. At City's election, City may offset any such amounts against sums otherwise due to Contractor. 6. SUBCONTRACTING Contractor will not subcontract any portion of the Services without prior written approval of City. If Contractor subcontracts any of the Services, Contractor will be fully responsible to City for the acts and omissions of Contractor's subcontractor and of the persons either directly or indirectly employed by the subcontractor, as Contractor is for the acts and omissions of persons directly employed by Contractor. Nothing contained in this Agreement will create any contractual relationship between any subcontractor of Contractor and City. Contractor will be responsible for payment of subcontractors. Contractor will bind every subcontractor and every subcontractor City Attorney Approved Version 10/24/2025 Page 3 April 14, 2026 Item #6 Page 8 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA of a subcontractor by the terms of this Agreement applicable to Contractor's Services unless specifically noted to the contrary in the subcontract and approved in writing by City. 7. COPYRIGHT ACQUISITION AND WAIVER OF MORAL RIGHTS The Parties acknowledge that the City and Contractor previously entered into that certain Design Agreement, which includes Section 14, Copyright Acquisition and Waiver of Moral Rights. The terms of Section 14 of the Design Agreement are hereby incorporated into this Agreement by this reference as though fully set forth herein, and shall apply to the Artwork as finally fabricated and delivered pursuant to this Agreement and installed under the City's separate installation contract. To the extent necessary, any reference in Section 14 of the Design Agreement to "Design" or "Artwork" shall be deemed to include the fabricated Artwork provided under this Agreement. Nothing in this Agreement is intended to expand Contractor's rights beyond those set forth in Section 14 of the Design Agreement. 7.1 License Back to Contractor (Self-Promotion). Without limiting the foregoing, City grants Contractor a non-exclusive, royalty-free license to photograph and reproduce images of the Artwork solely for portfolio, educational, and non-commercial self-promotion, provided such use does not suggest City endorsement. 8. INDEMNIFICATION 8.1 Contractor Performance. Contractor agrees to defend (with counsel approved by the City), indemnify, and hold harmless the City and its officers, elected and appointed officials, employees and volunteers from and against all claims, damages, losses and expenses including attorneys fees arising out of the performance of the Services described herein caused by any negligence, recklessness, or willful misconduct of the Contractor, any subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable. If Contractor's obligation to defend, indemnify, and/or hold harmless arises out of Contractor's performance as a "design professional" (as that term is defined under Civil Code section 2782.8), then, and only to the extent required by Civil Code Section 2782.8, which is fully incorporated herein, Contractor's indemnification obligation shall be limited to claims that arise out of, pertain to, or relate to the negligence, recklessness, or willful misconduct of the Contractor, and, upon Contractor obtaining a final adjudication by a court of competent jurisdiction. Contractor's liability for such claim, including the cost to defend, shall not exceed the Contractor's proportionate percentage of fault. The Parties expressly agree that any payment, attorney's fee, costs or expense City incurs or makes to or on behalf of an injured employee under the City's self-administered workers' compensation is included as a loss, expense or cost for the purposes of this section, and that this section will survive the expiration or early termination of this Agreement. City Attorney Approved Version 10/24/2025 Page 4 April 14, 2026 Item #6 Page 9 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 8.2 Intellectual Property. Contractor will indemnify, defend (with counsel approved by the City), and hold harmless City and its officers, elected and appointed officials, employees and volunteers from and against any and all third-party claims, as well as related losses, liabilities, judgments, awards, settlements, damages, expenses and costs (including reasonable attorney's fees and related court costs and expenses) incurred or suffered by City which directly relate to or directly arise out of an alleged or actual violation or infringement of any third-party intellectual property rights from City's authorized use of the Artwork derived from the Services. 9. INSURANCE Contractor will obtain and maintain for the duration of the Agreement and any and all amendments, insurance against claims for injuries to persons or damage to property which may arise out of or in connection with performance of the services by Contractor or Contractor's agents, representatives, employees or subcontractors. The insurance will be obtained from an insurance carrier admitted and authorized to do business in the State of California. The insurance carrier is required to have a current Best's Key Rating of not less than "A-:VII"; OR with a surplus line insurer on the State of California's List of Approved Surplus Line Insurers (LASLI) with a rating in the latest Best's Key Rating Guide of at least "A:X"; OR an alien non-admitted insurer listed by the National Association of Insurance Commissioners (NAIC) latest quarterly listings report. 9.1 Coverages and Limits. Contractor will maintain the types of coverages and minimum limits indicated below, unless Risk Manager or City Manager approves a lower amount. These minimum amounts of coverage will not constitute any limitations or cap on Contractor's indemnification obligations under this Agreement. City, its officers, agents and employees make no representation that the limits of the insurance specified to be carried by Contractor pursuant to this Agreement are adequate to protect Contractor. If Contractor believes that any required insurance coverage is inadequate, Contractor will obtain such additional insurance coverage, as Contractor deems adequate, at Contractor's sole expense. The full limits available to the named insured shall also be available and applicable to the City as an additional insured. 9.1.1 Commercial General Liability (CGL) Insurance. Insurance written on an "occurrence" basis, including personal & advertising injury, with limits no less than $2,000,000 per occurrence. If a general aggregate limit applies, either the general aggregate limit shall apply separately to this project/location or the general aggregate limit shall be twice the required occurrence limit. 9.1.2 Automobile Liability. (if the use of an automobile is involved for Contractor's work for City). $2,000,000 combined single-limit per accident for bodily injury and property damage. 9.1.3 Workers' Compensation and Employer's Liability. Workers' Compensation limits as required by the California Labor Code. Workers' Compensation will not be required if Contractor has no employees and provides, to City's satisfaction, a declaration stating this. 9.1.4 Professional Liability. Errors and omissions liability appropriate to Contractor's profession with limits of not less than $1,000,000 per claim. Coverage must be maintained for a period of five years following the date of completion of the Services. City Attorney Approved Version 10/24/2025 Page 5 April 14, 2026 Item #6 Page 10 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 9.2 Fine Arts/Transit Floater. Limits adequate to cover the Artwork during fabrication, storage, crating, transportation, delivery, unloading, unpacking, and staging, and through completion of the City's delivery inspection and written confirmation that the Artwork has passed delivery inspection (as repaired, if applicable) pursuant to Sections 6.6 and 6.7, with City named as loss payee as its interest may appear. For clarity, Contractor shall retain risk of loss and maintain required insurance coverage for the Artwork while it is in Contractor's care, custody, or control, including during transportation, unloading, unpacking, and staging at the project site. Risk of loss and custody ofthe Artwork shall transfer to the City only after (i) completion of delivery, (ii) completion of delivery inspection by the City, and (iii) the City's written confirmation that the Artwork has passed delivery inspection (as repaired, if applicable). Nothing in this section shall be construed to require Contractor to perform installation, rigging, anchorage, or placement of the Artwork, which will be performed under the City's separate installation contract. 9.3 Installer Coverages. The City's separate installation contract will require public-works insurance (including builder's risk or installation floater naming City and, where applicable, Contractor as loss payee/ Al for onsite installation period). 9.4 Additional Provisions. Contractor will ensure that the policies of insurance required under this Agreement contain, or are endorsed to contain, the following provisions: 9.4.1 The City will be named as an additional insured on Commercial General Liability which shall provide primary coverage to the City. 9.4.2 All insurance other than Professional Liability shall be written on an occurrence basis. Professional Liability may be claims-made and shall be maintained for five (5) years after completion. 9.4.3 If Contractor maintains higher limits than the minimums shown above, City requires and will be entitled to coverage for the higher limits maintained by Contractor. Any available insurance proceeds in excess of the specified minimum limits of insurance and coverage will be available to City. 9.4.4 This insurance will be in force during the life of the Agreement and any extensions of it and will not be canceled without thirty {30} days prior written notice to City sent by certified mail pursuant to the Notice provisions of this Agreement. 9.4.5 Coverage afforded to City as additional insured shall be primary and non- contributory with any insurance or self-insurance maintained by City. 9.5 Waiver of Subrogation. Contractor's insurers shall waive rights of subrogation against City for CGL, Auto, and Workers' Compensation. City Attorney Approved Version 10/24/2025 Page 6 April 14, 2026 Item #6 Page 11 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 9.6 Providing Certificates of Insurance and Endorsements. Prior to City's execution of this Agreement, Contractor will furnish certificates of insurance and endorsements to City. 9. 7 Failure to Maintain Coverage. If Contractor fails to maintain any of these insurance coverages, then City will have the option to declare Contractor in breach, or may purchase replacement insurance or pay the premiums that are due on existing policies in order to maintain the required coverages. Contractor is responsible for any payments made by City to obtain or maintain insurance and City may collect these payments from Contractor or deduct the amount paid from any sums due Contractor under this Agreement. 9.8 Submission of Insurance Policies. City reserves the right to require, at any time, complete and certified copies of any or all required insurance policies and endorsements. 10. BUSINESS LICENSE Contractor will obtain and maintain a City of Carlsbad Business License for the term of the Agreement, as may be amended from time-to-time. 11. ACCOUNTING RECORDS Contractor will maintain complete and accurate records with respect to costs incurred under this Agreement. All records will be clearly identifiable. Contractor will allow a representative of City during normal business hours to examine, audit, and make transcripts or copies of records and any other documents created pursuant to this Agreement. Contractor will allow inspection of all Services, data, documents, proceedings, and activities related to the Agreement for a period of four (4) years from the date of final payment under this Agreement. 12. WARRANTIES 12.1 Warranty of Title & Non-Infringement. Contractor represents and warrants that it is the sole and absolute owner, or has obtained all ownership rights, of the Artwork created under this Agreement and has legal authority to grant all the rights set forth in this Agreement, including but not limited to, title and copyright. The Artwork will be free of liens, claims, security interests, and will not infringe any intellectual property right under applicable law. 12.2 Design & Fabrication Warranty. Contractor represents and warrants that the Artwork, as designed and fabricated, will {1) conform to the shop-fabrication drawings and specifications as further described in Exhibit A, Section 1.2 of the Design Agreement; (2) be suitable and safe for its intended use; (3) meet customary industry standards for Artwork fabrication of its type; (4) be free of defects in material, design, and workmanship; (5) comply with all applicable laws, ordinances, regulations, and safety requirements; and {6) be suitable for long-term outdoor coastal exposure, including but not limited to, direct sunlight, temperature fluctuations, precipitation, wind, and moisture. Fabrication warranties shall be assigned to City to the extent permitted and will not reduce Contractor's obligations hereunder. City Attorney Approved Version 10/24/2025 Page 7 April 14, 2026 Item #6 Page 12 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 12.3 Materials Warranty. Contractor represents and warrants materials for the Artwork are of good quality, free from defects, and suitable for their intended purpose. Coatings/finishes will conform to manufacturer specifications. Manufacturer warranties shall be assigned to City to the extent permitted and will not reduce Contractor's obligations hereunder. 12.4 Warranty Period: Correction of Defects. The warranties in Sections 12.2 and 12.3 shall remain in effect for one (1) year after the City's Final Acceptance of the Artwork. During this warranty period, upon written notice from City, Contractor shall, at no additional cost to City, promptly correct or repair any defects in materials, fabrication, or workmanship, or any non­ conformity with the approved Construction Documents. If Contractor fails to correct such defects within a reasonable time, City may make or procure the correction and Contractor shall reimburse City's reasonable costs. This warranty is in addition to, and not in lieu of, any manufacturer warranties delivered to City pursuant to Exhibit A, Section 9.2 (Closeout). 12.5 Services Warranty. Contractor represents and warrants that each of its employees, subcontractors, or agents assigned to perform any Services under this Agreement will have the skills, training, background, and experience commensurate with his or her level of performance or responsibility, to perform in a competent and professional manner. 12.6 Maintenance Warranty. Contractor represents and warrants that reasonable maintenance shall not exceed the procedures set forth in the approved Maintenance & Conservation Plan. 12.7 Originality. Contractor represents and warrants that the Artwork design is original, has not been previously fabricated or sold, and will not be replicated or offered for sale elsewhere except for studies/maquettes reasonably necessary to create the Artwork. 12.8 Exclusions. The warranties in this Section 12 do not cover (1) normal wear and tear or aging; (2) vandalism, misuse, or abuse; and (3) lack of maintenance contrary to the Maintenance & Conservation Plan. 12.9 Notice & Cure. City shall give Contractor written notice of any warranty breach. Contractor shall, at no additional cost to City, promptly correct nonconforming Services within a commercially reasonable time after notice. If Contractor fails to cure, City may correct or complete the Services and Contractor shall reimburse City's reasonable costs, without limiting other remedies. These warranty remedies are not exclusive and subject to Section 30 "Cumulative Remedies." 12.10 Remedies. Contractor will indemnify, defend, and hold harmless City from losses or damages arising from a breach of these warranties (in addition to and without limiting the Agreement's indemnification obligations). City Attorney Approved Version 10/24/2025 Page 8 April 14, 2026 Item #6 Page 13 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 12.11 No Waiver by Approvals. City's review/approval of submittals or acceptance of deliverables does not waive or diminish these warranties. 12.12 Relocation or Removal of Artwork. The City reserves the right, in its sole discretion, to relocate, remove, alter, or deaccession the Artwork if the City determines such action is necessary for reasons including, but not limited to, public safety, site modifications, maintenance considerations, or future park improvements. Contractor acknowledges that the Artwork is intended for installation within a public park environment and may be subject to relocation, modification, or removal over time. Contractor agrees that the waiver of rights under the Visual Artists Rights Act {17 U.S.C. §106A) and the California Art Preservation Act {Cal. Civil Code §987) executed as part of this Agreement applies to any such relocation, modification, or removal undertaken by the City. 13. NOTICES The name of the persons who are authorized to give written notice or to receive written notice on behalf of City and on behalf of Contractor under this Agreement are: For City: For Contractor: Name Craddock Stropes Name Gordon Huether Title Cultural Arts Manager Title Project Manager L Chief Executive Officer Dept Library & Cultural Arts Address 1821 Monticello Road1 Napa 1 CA 94558 CITY OF CARLSBAD Address 1775 Dove Lane Phone 707-255-5954 Carlsbad1 CA 92011 Email gh@gordonhuether.com Phone 442-339-2026 Email craddock.stropes@carlsbadca.gov Each party will notify the other immediately of any changes of address that would require any notice or delivery to be directed to another address. 14. CONFLICT OF INTEREST Contractor shall file a Conflict of Interest Statement with the City Clerk in accordance with the requirements of the City of Carlsbad Conflict of Interest Code. The Contractor shall report investments or interests as required in the City of Carlsbad Conflict of Interest Code. Yes □ No IZI 15. GENERAL COMPLIANCE WITH LAWS Contractor will keep fully informed of federal, state and local laws and ordinances and regulations which in any manner affect those employed by Contractor, or in any way affect the performance of the Services by Contractor. Contractor will at all times observe and comply with these laws, ordinances, and regulations and will be responsible for the compliance of Contractor's services with all applicable laws, ordinances and regulations. City Attorney Approved Version 10/24/2025 Page 9 April 14, 2026 Item #6 Page 14 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA Contractor will be aware of the requirements of the Immigration Reform and Control Act of 1986 and will comply with those requirements, including, but not limited to, verifying the eligibility for employment of all agents, employees, subcontractors and consultants whose services are required by this Agreement. 16. CALIFORNIA AIR RESOURCES BOARD (CARB) ADVANCED CLEAN FLEETS REGULATIONS Contractor's vehicles with a gross vehicle weight rating greater than 8,500 lbs. and light-duty package delivery vehicles operated in California may be subject to the California Air Resources Board (CARB) Advanced Clean Fleets regulations. Such vehicles may therefore be subject to requirements to reduce emissions of air pollutants. For more information, please visit the CARB Advanced Clean Fleets webpage at https://ww2.arb.ca.gov/our-work/programs/advanced- clean-fleets. 17. DISCRIMINATION, HARASSMENT, AND RETALIATION PROHIBITED Contractor will comply with all applicable local, state and federal laws and regulations prohibiting discrimination, harassment, and retaliation. 18. PUBLIC RECORDS Contractor understands documents and information submitted to City may be public records under the California Public Records Act. City will disclose such records as required by law. Contractor shall clearly mark bona fide trade secrets; City will use reasonable efforts consistent with law but makes no representation that such materials are exempt from disclosure. 19. DISPUTE RESOLUTION If a dispute should arise regarding the performance of the Services, the following procedure will be used to resolve any questions of fact or interpretation not otherwise settled by agreement between the parties. Representatives of Contractor or City will reduce such questions, and their respective views, to writing. A copy of such documented dispute will be forwarded to both parties involved along with recommended methods of resolution, which would be of benefit to both parties. The representative receiving the letter will reply to the letter along with a recommended method of resolution within ten (10) business days. If the resolution thus obtained is unsatisfactory to the aggrieved party, a letter outlining the disputes will be forwarded to the City Manager. The City Manager will consider the facts and solutions recommended by each party and may then opt to direct a solution to the problem. In such cases, the action of the City Manager will be binding upon the parties involved, although nothing in this procedure will prohibit the parties from seeking remedies available to them at law. 20. TERMINATION AND SUSPENSION In the event of the Contractor's failure to prosecute, deliver, or perform the Services, City may terminate this Agreement for nonperformance by notifying Contractor by certified mail of the termination. If City decides to abandon or indefinitely postpone the work or services contemplated by this Agreement, City may terminate this Agreement upon written notice to Contractor. Upon notification of termination, Contractor has five (5) business days to deliver any documents owned by City and all work in progress to City address contained in this Agreement. City Attorney Approved Version 10/24/2025 Page 10 April 14, 2026 Item #6 Page 15 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA City will make a determination of fact based upon the work product delivered to City and of the percentage of work that Contractor has performed which is usable and of worth to City in having the Agreement completed. Based upon that finding City will determine the final payment of the Agreement. City may terminate this Agreement by tendering thirty {30) days written notice to Contractor. Contractor may terminate this Agreement by tendering thirty {30) days written notice to City. In the event of termination of this Agreement by either party and upon request of City, Contractor will assemble the work product and put it in order for proper filing and closing and deliver it to City. Contractor will be paid for work performed to the termination date; however, the total will not exceed the total compensation due and payable under this Agreement. City will make the final determination as to the portions of tasks completed and the compensation to be made. 21. COVENANTS AGAINST CONTINGENT FEES Contractor warrants that Contractor has not employed or retained any company or person, other than a bona fide employee working for Contractor, to solicit or secure this Agreement, and that Contractor has not paid or agreed to pay any company or person, other than a bona fide employee, any fee, commission, percentage, brokerage fee, gift, or any other consideration contingent upon, or resulting from, the award or making of this Agreement. For breach or violation of this warranty, City will have the right to annul this Agreement without liability, or, in its discretion, to deduct from the Agreement price or consideration, or otherwise recover, the full amount of the fee, commission, percentage, brokerage fees, gift, or contingent fee. 22. CLAIMS AND LAWSUITS By signing this Agreement, Contractor agrees that any Agreement claim submitted to City must be asserted as part of the Agreement process as set forth in this Agreement and not in anticipation of litigation or in conjunction with litigation. Contractor acknowledges that if a false claim is submitted to City, it may be considered fraud and Contractor may be subject to criminal prosecution. Contractor acknowledges that California Government Code sections 12650 et seq., the False Claims Act applies to this Agreement and provides for civil penalties where a person knowingly submits a false claim to a public entity. These provisions include false claims made with deliberate ignorance of the false information or in reckless disregard of the truth or falsity of information. If City seeks to recover penalties pursuant to the False Claims Act, it is entitled to recover its litigation costs, including attorneys fees. Contractor acknowledges that the filing of a false claim may subject Contractor to an administrative debarment proceeding as the result of which Contractor may be prevented to act as a Contractor on any public work or improvement for a period of up to five (5) years. Contractor acknowledges debarment by another jurisdiction is grounds for City to terminate this Agreement. 23. JURISDICTION AND VENUE This Agreement shall be interpreted in accordance with the laws ofthe State of California without regard to, or application of choice of law principles. Contractor agrees and stipulates that the proper venue and jurisdiction for resolution of any disputes between the parties arising out of this Agreement is the State Superior Court, San Diego County, California. City Attorney Approved Version 10/24/2025 Page 11 April 14, 2026 Item #6 Page 16 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 24. NO ATTORNEYS FEES AND COSTS Except for Contractor's indemnification obligations, if there is any litigation, mediation, arbitration or other dispute resolution proceedings arising out of this Agreement, each Party shall pay its own attorney and other professional fees, costs and expenses. 25. LIQUIDATED DAMAGES FOR DELAY IN DELIVERY The Parties agree time is of the essence for delivery of the Artwork to the City's designated location pursuant to Exhibit A, Section 6.5 {"Delivery"). The Parties agree that City's actual damages from late delivery would be impracticable or extremely difficult to determine; therefore, Contractor shall pay City liquidated damages in the amount of Two Hundred Fifty Dollars ($250.00) per calendar day for each day delivery occurs after the delivery date stated in the then-current Delivery Notice issued pursuant to Exhibit A§ 6.5. The Parties intend that these liquidated damages constitute fair and reasonable compensation and not a penalty. Liquidated damages for delay shall be capped at five percent {5%) ofthe NTE and shall constitute City's sole remedy for delay in delivery (without limiting City's remedies for non-delay breaches). Liquidated damages shall not apply to delays caused by City, City's Installer (if applicable), utility companies, permitting authorities, or Force Majeure. In such cases, Contractor's delivery obligations and the delivery date stated in the Delivery Notice shall be equitably adjusted by written notice from the City's Cultural Arts Manager or designee. 26. (RESERVED) 27. SUCCESSORS AND ASSIGNS This Agreement binds and benefits the Parties and their lawful successors. Contractor shall not assign this Agreement, in whole or in part, without City's prior written consent. Notwithstanding the foregoing, Contractor may assign this Agreement by operation of law in connection with a merger, consolidation, or sale of substantially all assets or equity, provided: (i) Contractor gives City at least thirty (30) days' prior written notice, (ii) the assignee is duly qualified to perform the Services and assumes all obligations in writing, and (iii) City may reasonably withhold consent if the assignment would materially impair performance or security. Any other attempted assignment is void. Subcontracting is not an assignment, but Contractor remains fully responsible for its subcontractors. 28. THIRD PARTY RIGHTS Nothing in this Agreement should be construed to give any rights or benefits to any party other than the City and Contractor. 29. SURVIVAL Regardless of the circumstances of termination or expiration of this Agreement, or portion thereof, the provisions of Section 4 "Compensation and Payment," Section 7 "Copyright Acquisition and Waiver of Moral Rights," Section 8 "Indemnification," Section 11 "Accounting Records," Section 12 "Warranties," Section 19 "Dispute Resolution," Section 22 "Claims and Lawsuits," Section 23 "Jurisdiction and Venue," Section 24 "No Attorneys Fees and Costs," and Section 30 "Cumulative Remedies" will survive the termination or expiration of this Agreement City Attorney Approved Version 10/24/2025 Page 12 April 14, 2026 Item #6 Page 17 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA and continue according to their terms. 30. CUMULATIVE REMEDIES All rights and remedies provided in this Agreement are cumulative and not exclusive, and the exercise of either Party of any right or remedy does not preclude the exercise of any other rights or remedies that may now or subsequently be available at law, in equity, by statute, or otherwise. 31. FORCE MAJEURE Neither Party is liable for delay or failure to perform to the extent caused by events beyond its reasonable control and without its fault or negligence, including acts of God, extreme weather, labor unrest (excluding Contractor's own labor), embargoes, acts or delays of governmental authorities, utility delays, strikes by common carriers, or similar events ("Force Majeure"). The affected Party shall give prompt written notice and reasonably mitigate impacts. Liquidated damages do not accrue during a Force Majeure period. Any affected milestone shall be equitably adjusted by written directive. 32. AUTHORITY The individuals executing this Agreement and the instruments referenced in it on behalf of Contractor each represent and warrant that they have the legal power, right and actual authority to bind Contractor to the terms and conditions of this Agreement. 33. ENTIRE AGREEMENT This Agreement, together with any other written document referred to or contemplated by it, along with the purchase order for this Agreement and its provisions, embody the entire Agreement and understanding between the parties relating to the subject matter of it. In case of conflict, the terms of the Agreement supersede the purchase order. Neither this Agreement nor any of its provisions may be amended, modified, waived or discharged except in a writing signed by both parties. This Agreement may be executed in counterparts. 34. SEVERABILITY If any term or provision of this Agreement is invalid, illegal, or unenforceable, such invalidity, illegality, or unenforceability will not affect any other term or provision of this Agreement or invalidate or render unenforceable such term or provision. Upon determination that any term or provision is invalid, illegal, or unenforceable, the Parties will negotiate in good faith to modify this Agreement to give effect to the original intent of the Parties to the greatest extent possible. City Attorney Approved Version 10/24/2025 Page 13 April 14, 2026 Item #6 Page 18 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE EXHIBIT A Detailed Scope, Deliverables & Submittals; Payment Schedule {Veterans Memorial Park Public Art Project, CIP No. 4609) 1. PROJECT CONTEXT PSA26-4050LCA The City of Carlsbad Veterans Memorial Park site is located southeast of the Agua Hedionda Lagoon. It's bordered on the west and south by Faraday Avenue, to the north by Whitman Way, and to the southeast by the Macario Canyon and Veterans Memorial Park Open Space Preserves. The site is 93.7 acres of which 48 acres are developable. The remainder of the site is protected habitat. The topography of the site is characterized by gentle south to southwest facing slopes. The Parks Department worked with RJM Design firm to develop the Veterans Memorial Park Master Plan which is the basis of design for entitlements and construction documents and reflects the community's recreational desires while balancing park development in a way that is sensitive to the surrounding natural habitat. On Oct. 21, 2025, City Council authorized opening a public bidding process for construction and anticipates awarding a construction contract by early 2026. Anticipated construction duration is approximately twelve (12) to eighteen (18) months. 2. CONTACTS (PROJECT TEAM) Contractor Darcy Huether -Partner/COO I 707-255-5954 I dt@gordonhuether.com Jason Scott -Sr. Project Manager I 916-837-8009 I jscott@gordonhuether.com City Craddock Stropes -Cultural Arts Manager I 442-339-2026 I craddock.stropes@carlsbadca.gov Krystal Roa -Cultural Arts Program Manager I 442-339-5611 I Krystal.Roa@carlsbadca.gov Cultural Arts Main Line: 442-339-2090 3. 4. [RESERVED) PUBLIC WORKS STATUS; PREVAILING WAGE This Agreement is not a public-works construction contract; Contractor performs no installation labor. The City's separate installation contract will include all public-works requirements (prevailing wage, DIR registration, certified payroll, payment/performance bonds, traffic control, permits/inspections). 5. PROJECT ADMINISTRATION 5.1 Project Meetings. Contractor will participate in project meetings with City staff upon request to ensure the fabrication and delivery are coordinated with the park construction schedule and construction plans. Meetings may be virtual or in-person and will be scheduled by the City in accordance with the Veterans Memorial Park project plan. All meetings will be arranged in advance in writing and agreeable by Parties. City Attorney Approved Version 10/24/2025 Page 15 April 14, 2026 Item #6 Page 20 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 5.2 Public Unveiling Attendance. Contractor will be available to participate in any unveiling or opening event activities to be scheduled. City will notify the Contractor in writing at least thirty (30) days in advance. 5.3 Recordings. City reserves the right to audio and/or video record, reproduce, and distribute any workshop or speaking engagement related to this Agreement as virtual programming. City may retain the recording in its files, may replay the recordings for its employees and the public, including the right to post, replay, or broadcast the recordings on City's YouTube channel, City's cable channel, City's Library Facebook Live account, and other similar City internet-based platforms, and may make the recording available for non-circulation use at its library facilities. City shall not sell the recording. City shall provide a copy of the recording to the Contractor, upon the Contractor's request. Without limiting or waiving the foregoing, City agrees to make its best effort to identify Contractor as the designer of the artwork in any/all reproductions, videos, publications and/or representations of the artwork. 6. FABRICATION, STORAGE, AND DELIVERY Construction Documents. Construction Documents shall have the meaning set forth in Recital G. The fabrication of the Artwork shall conform to the Fabrication Construction Documents attached as Exhibit C, which are incorporated by reference into this Agreement. 6.1 Artwork Fabrication. Contractor must fabricate the Artwork in substantial conformity with the Final Artwork Design approved by Carlsbad City Council on Oct. 7, 2025 (Resolution No. 2025-228) and in accordance with the engineering and specifications in the Construction Documents as accepted by the City. 6.1.1 Any modifications to the Artwork, including but not limited to, the approved aesthetics, scale, safety, maintenance characteristics, and equal-or-better product substitutions require prior written approval. In no event may a modification increase the total NTE. If a modification results in a change to the approved Construction Documents the Contractor will supply updated Construction Documents within thirty (30) days of approval of the modification. 6.1.2 Contractor will submit to City staff a report when Contractor has completed fifty percent (50%) of the Artwork fabrication, which report shall include (i) a description of the work completed to date and (ii) no fewer than five (5) digital images documenting fabrication progress (the "Progress Report"). Within ten (10} days after receipt of the Progress Report, City staff will review the submittal and issue either (a) a written approval confirming the work completed substantially conforms to the approved Final Artwork Design and Construction Documents, or (b) written comments identifying variances or deficiencies to be corrected. Contractor shall promptly address any such comments and, if requested, submit an updated Progress Report. 6.1.3 Fabrication Completion Report. When fabrication of the Artwork is 100% complete and the Artwork is ready for crating/transport, Contractor shall submit to City staff a fabrication completion report (the "Fabrication Completion Report"). The Fabrication City Attorney Approved Version 10/24/2025 Page 16 April 14, 2026 Item #6 Page 21 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA Completion Report shall include (i) a brief description of the fabrication completed, (ii) no fewer than five (5) digital images showing the completed Artwork from multiple viewpoints, and (iii) identification of any City-approved modifications or product substitutions. Within ten (10) days after receipt, City staff will review the Fabrication Completion Report and issue either a written approval or written comments identifying items to be clarified or corrected. Contractor shall promptly address any such comments. Approval of the Fabrication Completion Report is a condition to delivery under this Agreement. 6.2 Safety & Compliance. Contractor will fabricate the Artwork to prioritize public safety and will comply with all applicable laws, regulations, and standards, including federal, state, and local laws, as well as regulations of public agencies overseeing the site or artwork. 6.3 Storage. To the extent the Contractor fabricates the Artwork prior to the delivery date, Contractor will store the Artwork using appropriate professional standards based on the Artwork's size, weight, shape, fragility, material composition, and intended finish characteristics. Where outdoor storage is utilized, Contractor shall implement reasonable protective measures appropriate to the Artwork's materials and intended patina or finish, and shall remain fully responsible for the Artwork, including risk of loss or damage, during storage and until delivery and inspection are complete. 6.4 Transportation & Handling. Contractor will prepare the Artwork for transportation using customary industry standards for fine works of art and will account for the Artwork's size, weight, shape, fragility, and material composition. Contractor will use trained art handlers to unload, unpack, and move the Artwork to a City-designated staging location at the project site. Contractor will coordinate and be responsible for the packing, crating, transportation, unloading, unpacking, and staging of the Artwork during delivery. Contractor remains responsible for the Artwork until completion of delivery and inspection under Sections 6.5 and 6.6. Staging does not include placement, alignment, anchorage, rigging, or assembly of the Artwork. 6.5 Delivery. Delivery of the Artwork shall be aligned with the City's construction schedule for the Veterans Memorial Park project and shall occur only when the City determines the project site is ready to receive the Artwork. City will provide Contractor written notice of the designated delivery date and location at least thirty (30) days in advance (the "Delivery Notice"). Contractor shall not ship or transport the Artwork to the project site until receipt of the Delivery Notice and Site Ready Confirmation. Contractor may complete fabrication in advance of delivery; however, consistent with Section 6.3 (Storage) and Section 6.7 (Risk of Loss & Damage), Contractor shall remain responsible for storage, protection, and risk of loss until Delivery is complete pursuant to this Section 6.5. Contractor will provide a delivery plan to City staff that specifies the means, methods, and anticipated schedule of delivery in coordination with park construction activities. Delivery will occur during normal City operating hours and will include all applicable shipping documentation (e.g., bill of lading or manifests). Contractor will coordinate delivery arrival time with authorized City Attorney Approved Version 10/24/2025 Page 17 April 14, 2026 Item #6 Page 22 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA City staff to ensure City's right to inspect the Artwork and to minimize disruption to the park construction schedule and costs. Delivery shall be deemed complete only upon (i) unloading and unpacking of the Artwork from the transport vehicle, (ii) placement of the Artwork at the agreed City-designated staging location accessible for delivery vehicle access, (iii) completion of the City's delivery inspection pursuant to Section 6.6, and (iv) the City's written confirmation that the Artwork has passed delivery inspection (as repaired, if applicable). Delivery does not include installation, assembly, anchorage, alignment, rigging, or final placement ofthe Artwork, which will be performed under a separate City contract. Delivery does not constitute Final Acceptance. For clarity, delivery and inspection under Sections 6.5 and 6.6 do not constitute Final Acceptance under Section 9.1, and the warranty period begins upon Final Acceptance. Contractor shall not be responsible for delays caused by City's failure to provide timely Delivery Notice/Site Ready Confirmation or for project site conditions that prevent delivery. In such cases, Contractor's delivery obligations and the delivery date stated in the Delivery Notice shall be equitably adjusted. Site Ready Confirmation. Notwithstanding any Delivery Notice, delivery shall occur only after City provides written confirmation that the project site (including access, laydown/staging area, and required receiving personnel) is ready to receive the Artwork {"Site Ready Confirmation"). City may modify the Delivery Notice due to construction schedule changes, site conditions, or safety requirements by issuing a revised Delivery Notice. Contractor shall reasonably accommodate schedule changes and shall not deliver without a current Delivery Notice and Site Ready Confirmation. Delivery Notice and Site Ready Confirmation shall be issued by the City's Cultural Arts Manager or designee in coordination with the City's project manager/CM&!. Contractor shall be responsible for all costs associated with early shipment, failed delivery attempts, standby time, demurrage, storage, or re-delivery, except to the extent such costs are directly caused by City's written direction (including a revised Delivery Notice or delayed Site Ready Confirmation issued after Contractor has reasonably mobilized in reliance on a current Delivery Notice) and are approved in writing by the City's Cultural Arts Manager or designee. 6.6 Inspection. City will have the right to inspect the Artwork upon delivery. Authorized City staff will inspect the Artwork and document any damage with photographs. Staff will inform Contractor in writing of any damage. Contractor must repair any such documented damage to the Artwork within ten {10) business days or as otherwise approved by the City in writing. All repairs must be conducted by Contractor or an art repair professional to ensure the Artwork is restored to its original state and intended design. Delivery inspection is limited to (i) visible damage, (ii) completeness of shipped components, and (iii) substantial conformance to the approved Construction Documents to the extent reasonably verifiable at delivery. Delivery City Attorney Approved Version 10/24/2025 Page 18 April 14, 2026 Item #6 Page 23 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA inspection does not constitute Final Acceptance. City will provide written confirmation when the Artwork has passed delivery inspection (as repaired, if applicable). 6.7 Risk of Loss & Damage. Contractor is liable for any loss or damage to the Artwork during storage, transportation/handling, and delivery until (i) the City completes inspection under Section 6.6, (ii) any required repairs under Section 6.6 are completed, and (iii) the City confirms in writing that the Artwork has passed delivery inspection (as repaired, if applicable). Contractor is responsible for securing adequate insurance coverage and limits. Risk transfers to City only after delivery inspection is passed in writing. 6.8 Costs. For clarity, all costs associated with storage, transportation, delivery, and repairs are included as part of the compensation set forth in this Agreement. 7. MAINTENANCE & CONSERVATION PLAN Contractor shall prepare and deliver a comprehensive Maintenance and Conservation Plan (the "Plan") for the Artwork. The Plan will include, but not be limited to, the following: • Materials list and finishes (e.g., manufacturers, product data, color codes) • Cleaning methods and frequencies, compatible products, and prohibited products • Coating systems and finishes: preparation, application, cure, and touch-up procedures, as applicable to the Artwork's patinated finish • Inspection intervals and conditions to observe (e.g., corrosion, coating failure, fastener integrity) • Identification of critical joints, connections, welds, or other areas requiring routine inspection and recommended maintenance tasks associated with those areas • Touch-up kit inventory (products, color codes, quantities, shelf life) and storage instructions • Safety Data Sheets {SDS) for coatings and chemicals used • Contact information for key suppliers/fabricators for future reference • An estimated annual maintenance cost for the Artwork The Plan shall be provided in written format and may include diagrams, product specifications, or other supporting documentation as needed. Contractor acknowledges that ifthe City performs maintenance in accordance with the Plan, such maintenance shall be deemed proper and shall not void any applicable warranties related to fabrication or materials under this Agreement. Contractor shall deliver the Plan prior to Final Acceptance. 8. COORDINATION WITH CITY; INSTALLATION BY SEPARATE CITY CONTRACT 8.1 Installation. Contractor acknowledges City will engage a licensed construction contractor (the "Installer") under a public works contract to perform all Artwork installation labor, rigging, anchorage, traffic control, and secure any required permits/inspections. City Attorney Approved Version 10/24/2025 Page 19 April 14, 2026 Item #6 Page 24 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA 8.2 No Installation Responsibility. Contractor shall have no responsibility under this Agreement for installation labor, supervision, means and methods, anchorage verification, field welding, finish protection during installation, or post-installation inspection. Any such services, if required, shall be addressed exclusively through the City's separate public works installation contract. 8.3 Inspection. City, through its Construction and Inspection (CM&I) Services Department or its designated representative, may participate in delivery inspection as described in Section 6.6. 8.4 No Control of Means/Methods. Contractor shall not direct the Installer's means and methods or supervise installation labor under this Agreement. 8.5 Site Access & Safety. While present at the project site for delivery activities, Contractor personnel shall comply with all applicable City site-safety requirements, including personal protective equipment {PPE), site access protocols, and traffic or pedestrian control measures in effect at the project site. 9. FINAL ACCEPTANCE & CLOSEOUT 9.1 Final Acceptance. "Final Acceptance" means the City's written notice of final acceptance, issued only after the Artwork has been delivered and inspected pursuant to Sections 6.5 and 6.6, all necessary repairs identified during delivery inspection have been completed pursuant to Section 6.6, Contractor has fulfilled its coordination obligations pursuant to Section 8 (limited solely to fabrication and delivery coordination and expressly excluding installation labor, supervision, and installation means and methods) to the City's satisfaction, and the City has received and accepted all closeout deliverables pursuant to Section 9.2. Final Acceptance is not contingent upon or tied to installation of the Artwork under the City's separate installation contract. City's Final Acceptance of the Artwork and closeout deliverables does not limit Contractor's obligations pursuant to this Agreement (or any breach thereof), including but not limited to Contractor's warranty and indemnification obligations. Final Acceptance shall be issued by written notice from the City's Cultural Arts Manager or designee. 9.2 Closeout. Contractor shall furnish to the City the following closeout deliverables no later than ten {10) business days after completion of delivery and delivery inspection pursuant to Sections 6.5 and 6.6, or upon written request by City, whichever occurs first: (a) the Maintenance and Conservation Plan; (b) all manufacturer warranties transferable to the City under the applicable warranty terms; and (c) all executed VARA/CAPA waivers and consents from Contractor and all Artwork contributors, in the form attached as Exhibit B, as required by this Agreement. 9.3 Errors and Omissions. City's review, inspection, or acceptance shall not relieve Contractor from responsibility for the correction of errors, omissions, or nonconforming Work (meaning any Services or deliverables required under this Agreement) discovered during or after performance. City Attorney Approved Version 10/24/2025 Page 20 April 14, 2026 Item #6 Page 25 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE PSA26-4050LCA Contractor shall, at no additional cost to City, promptly make such corrections upon written notice from City. 10. CITY'S COMMITMENTS 10.1 Include Contractor in relevant project and construction meetings and provide construction updates. 10.2 Budget: fabrication, storage, transportation, delivery/handling, required Artwork repairs/touch-ups, maintenance and conservation plan, and fabrication-related coordination and delivery obligations expressly described in this Agreement are limited to the Agreement NTE of $315,000. 10.3 The City will communicate key schedule dates and milestones in writing. Any schedule changes affecting Contractor's Services (including delivery timing) must be confirmed in writing by the City's Cultural Arts Manager or designee. Contractor shall not rely on oral statements or field directives for scheduling. 11. PAYMENT SCHEDULE & TERMS Note: All milestone payments listed below are subject to ten percent (10%) retention withholding pursuant to Section 11.1. Retention will be released upon Final Acceptance as defined in Exhibit A §9.1. Payment Schedule Activity Required First Payment -$157,500 Trigger: • Payable net 30 after (i) full execution of this Agreement (at First Payment which time the City will issue the Notice to Proceed and the purchase order); and • (ii) City's receipt of Contractor's invoice . Second Payment -$47,250 Second Payment Trigger: • City approves Progress Report; and • Contractor provides any requested fabrication coordination comments related to fabrication and delivery only. Third Payment -$78,750 Trigger: • Fabrication is 100% complete and the Artwork is ready for Third Payment shipping; • City has approved the Fabrication Completion Report pursuant to§ 6.1.3; and • City approves the delivery plan submitted by Contractor . City Attorney Approved Version 10/24/2025 Page 21 April 14, 2026 Item #6 Page 26 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE Fourth Payment PSA26-4050LCA Fourth Payment -$31,500 Trigger: Payable only after all the following occur: • Contractor delivers the fabricated Artwork to the City- designated location; City completes inspection(s); and Contractor completes required repairs, if any, pursuant to Section 6.6. Contractor completes delivery, inspection- related repairs, and all closeout documentation required under this Agreement; • City provides written confirmation of Final Acceptance pursuant to§ 9.1; and • Contractor submits all required Closeout documentation pursuant to § 9.2. 11.1 Payment Retention. City will withhold ten percent {10%) retention from each eligible progress and milestone payment under this Agreement. All retained amounts shall be released to Contractor upon Final Acceptance in accordance with Exhibit A §9.1. The final milestone payment identified in the Payment Schedule is separate from, and not in lieu of, the retention withheld pursuant to this section. 11.2 Exclusions. Contractor is responsible for business license fees, travel and accommodation expenses, insurance, and applicable taxes. 11.3 Invoicing & Payment. All invoices submitted to City shall be sufficiently detailed to include related activities for review and approval by City's Cultural Arts Manager or designee. 11.4 Condition of Final Payment. As required under the Design Agreement, Contractor has agreed to assign copyright to the City and to obtain VARA/CAPA (moral rights) waivers from any subcontractors, fabricators, or other artists contributing to the Artwork. Final payment and/or retention release under this Agreement is expressly conditioned on City's receipt of: (a) executed VARA/CAPA waivers from Contractor and from all Artwork contributors engaged by Contractor, in the form attached as Exhibit B; (b) all required releases from subcontractors and suppliers; and (c) all closeout deliverables identified in this Agreement. City Attorney Approved Version 10/24/2025 Page 22 April 14, 2026 Item #6 Page 27 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Original artistic design and creation of the sculpture titled “The Ring” for the Veterans Memorial Park Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE EXHIBIT B VARA/CAPA Waiver & Consent Form (Artwork Contributor) PSA26-4050LCA Artist/Contributor Name: Gordon Huether -------------------------Ro I e: Artist Email: gh@gordonhuether.com Artwork Description: The original visual work of art created for the City of Carlsbad by Gordon Huether & Partners, Inc. for the Veterans Memorial Park Public Art Project, a component of Veterans Memorial Park and Faraday Avenue Improvements, Capital Improvement Program (CIP) Project No. 4609, to be installed at the future Veterans Memorial Park site near the intersection of Faraday Avenue and Cannon Road. Description of Artwork Contribution: Public Art Project (CIP No. 4609), including concept development and design direction for fabrication. To the extent the undersigned contributed to the Artwork in any manner ("Contributing Artist"), the Contributing Artist hereby waives, to the fullest extent permitted by law, any and all rights under the Visual Artists Rights Act (17 U.S.C. § 106A) and the California Art Preservation Act (Cal. Civil Code§ 987), including but not limited to, the (a) right to prevent any destruction, distortion, mutilation, removal, or other modification of any kind of the Artwork, for any purpose or use of any kind, and whether or not the distortion, mutilation, removal, or modification is intentional or prejudicial to the contributing artist's honor or reputation, and whether or not the Artwork is one of recognized stature; (b) prevent the use of Contractor's name as the author of the Artwork; and (c) claim authorship ofthe Artwork and to prevent the use of Contractor's name as the author of Artwork which Contractor did not create. This waiver/consent runs with the Artwork and is binding on the undersigned's heirs and assigns. The Contributing Artist represents and warrants he/she is the owner of the VARA and CAPA rights subject to this waiver, or is the authorized representative of the owner, and has the legal power, right and actual authority to agree to the terms of this waiver and consent form. Signature: btJV'lt>IA-~ Date: 3/10/2026 Address: 1821 Monticello Road, Napa, CA 94558 City Attorney Approved Version 10/24/2025 Page 23 April 14, 2026 Item #6 Page 28 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE EXHIBITC Fabrication Construction Documents Veterans Memorial Park Public Art Project ''The Ring" Sculpture -CIP No. 4609 PSA26-4050LCA The following documents are incorporated into this Agreement as Exhibit C and collectively constitute the Fabrication Construction Documents for the Artwork: C-1 Final Stamped Fabrication Drawings -Gordon Huether Studios C-2 Design Development Package C-3 Final Stamped Structural Calculations These Fabrication Construction Documents are incorporated solely for purposes of fabrication and delivery of the Artwork. The Contractor shall fabricate the Artwork in substantial conformity with these documents and the requirements of this Agreement. These documents are provided for fabrication reference only and do not authorize installation or site construction activities. Installation of the Artwork will be performed under a separate City contract. In the event of any conflict between the Fabrication Construction Documents and the terms of this Agreement, the terms of this Agreement shall control. City Attorney Approved Version 10/24/2025 Page 24 April 14, 2026 Item #6 Page 29 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 - Do c u s i g n En v e l o p e ID : 1 D9 1 2 8 D 6 - 8 2 38- 4 0 8 E - B 0 A 4 - 3 3 5 E 1 1 E1 0 6 C E cf e a n l n g '"'& Ma i n t e n a n c e De t a i l s C-2 De s i g n De v e l o p m e n t Pa c k a g e Th e Ri n g is en g i n e e r e d fo r lo n g - t e r m du r a b i l i t y an d re q u i r e s mi n i m a Ma i n t e n a n c e . We re c o m m e n d cl e a n i n g an d in s p e c t i o n at le a s t tw i c e a ye a r to en s u r e th e sc u l p t u r e ' s lo n g e v i t y . Th e pr i m a r y co n t a m i n a n t wi l l ty p i c a l l y be bi r d dr o p p i n g s . Ma i n t e n a n c e Fr e q u e n c y ma y va r y ba s e d on en v i r o n m e n t a l co n d i t i o n s . A de t a i l e d gu i d e fo r cl e a n i n g is pr o v i d e d be l o w . April 14, 2026 Item #6 Page 43 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 - Do c u s i g n En v e l o p e ID : 1 D9 1 2 8 D 6 - 8 2 38- 4 0 8 E - B 0 A 4 - 3 3 5 E 1 1 E1 0 6 C E I \J ~ \ J - - - - - , - \ . 1 \ J \ . I L . . ' - ' 17 . Cl e a n i n g & Ma i n t e n a n c e De t a i l s C-2 De s i g n De v e l o p m e n t Pa c k a g e We a t h e r i n g St e e l wa s se l e c t e d sp e c i f i c a l l y fo r th e na t u r a l pa t i n a it de v e l o p s ov e r ti m e . Th i s pa t i n a is in t e g r a l to th e sc u l p t u r e ' s ae s t h e t i c an d al s o s e r v e s as a pr o t e c t i v e la y e r th a t sl o w s fu r t h e r co r r o s i o n . Be c a u s e cl e a n i n g ca n di s r u p t th i s pa t i n a an d cr e a t e no t i c e a b l e vi s u a l di f f e r e n c e s , cl e a n i n g sh o u l d be av o i d e d un l e s s ab s o l u t e l y ne c e s s a r y . Wh e n Cl e a n i n g is re q u i r e d , be g i n wi t h a ge n t l e ap p r o a c h . Lo o s e n De b r i s wi t h a so f t br u s h an d ri n s e wi t h wa t e r , ta k i n g ca r e no t to re m o v e th e Pa t i n a . April 14, 2026 Item #6 Page 44 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 - Do c u s i g n En v e l o p e ID : 1 D9 1 2 8 D 6 - 8 2 38- 4 0 8 E - B 0 A 4 - 3 3 5 E 1 1 E1 0 6 C E Cl e a n i n g & Ma i n t e n a n c e De t a i l s C-2 De s i g n De v e l o p m e n t Pa c k a g e If cl e a n i n g re s u l t s in vi s i b l e pa t i n a lo s s , th e en t i r e su r f a c e of th a t si d e of th e sc u l p t u r e sh o u l d be un i f o r m l y tr e a t e d to al l o w it to re p a t i n a t e ev e n l y . Al t h o u g h we a t h e r i n g st e e l de v e l o p s pa t i n a re l a t i v e l y qu i c k l y , ac h i e v i n g a co n s i s t e n t ap p e a r a n c e ac r o s s th e cl e a n e d ar e a ma y ta k e se v e r a l mo n t h s . If th e ag e of th e pa t i n a on an y gi v e n si d e of th e sc u l p t u r e is co n s i s t e n t , th e n th e ap p e a r a n c e wi l l re m a i n co n s i s t e n t . April 14, 2026 Item #6 Page 45 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE ~ b h U I eng,neenng ,rnog,nohon C-3 Final Stamped Structural Calculations 1329A Hopkins Street Berkeley, CA 94702 C. 415.967.2525 www.rbhu.org Structural Engineering Calculations GORDON HUETHER INSTALLATION AT VETERANS MEMORIAL PARK FARADAY AVE & WHITMAN WAY CARLSBAD, CA 92008 PROJECT NUMBER 2599 Permit Set November 21, 2025 April 14, 2026 Item #6 Page 46 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations TABLE OF CONTENTS Project Description ......................................................................... P-1 Design Load Criteria ...................................................................... D-1 Structural Design ........................................................................... S-1 Anchorage Design ......................................................................... A-1 Loads Imposed Summary ............................................................... L-1 April 14, 2026 Item #6 Page 47 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations PROJECT DESCRIPTION p -1 April 14, 2026 Item #6 Page 48 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations The project is a weathering steel archway sculpture located on an escarpment in Veterans Memorial Park in Carlsbad, California. The overall height is approximately 16-feet and the the width is about 20-feet looking at the front of the arch. From the side, the width tapers from 12-feet at the base to 3-feet at the top. The skin for the sculpture is the structure and will be welded together at all seams. Panels that are removed for installation will be welded in place after installation. The lateral design for the sculpture is wind governed. The scope of this work includes the steel sheathing and the anchorage into the concrete foundation. The concrete foundation is to be designed by others. Figure 1: Preliminary Rendered Sculpture View From Artist P-2 April 14, 2026 Item #6 Page 49 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations DESIGN LOAD CRITERIA D - 1 April 14, 2026 Item #6 Page 50 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations ASCE. ASCE Hazards Report AMERICAN SOCIE1Y OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Latitude: 33.13867 Whitman Way & Faraday Ave Carlsbad, California 92008 Risk Category: 11 Soil Class: D -Default (see Section 11.4.3) Longitude: -117.306463 Elevation: 55. 7334 7975919307 4 ft (NAVD 88) llf~ta $;,\~ Esco, did'o Wind Results: Wind Speed 96 Vmph I ~ confirmed with city's ,__1_0_-y_e_a_r_M_R_l ______ 6_6_v_m_p_h___, municipal code 25-year MRI 72 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: Date Accessed : ASCE/SEI 7-16, Fig. 26.5-1 Band Figs. CC.2-1-CC.2-4, and Section 26.5.2 Mon Nov 1 0 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://ascehazardtool.orq/ Page 1 of 3 D-2 Mon Nov 10 2025 April 14, 2026 Item #6 Page 51 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE . I k rt b d G I M 111111''"'• , ,.-.,-.,,-\IVI V<m,,dnS meC~38Fi~al8St::mcap-ed0Stru8ttural Calculations veterans memorial park carlsbad ca I • ' ,, 't Map data ©2025 Google 1000 ft----- D-3 April 14, 2026 Item #6 Page 52 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations Project: CVMla Date: 11/14/2025 Job No: 2599 Engineer: CRC Wind MWFRS -Other Structures and Building Appurtenances Structure Type: Solid Freestanding Walls and Solid Freestanding Signs I Direction 1 Direction 2 Risk Category: 2 ASCE 7-16 Table 1.5-1 Basic Wind Speed, V: 96 ASCE 7-16 Fig 26.5-lB Exposure Category: C ASCE 7-16 Sec 26.7.3 Height to the highest point, z (ft): 16 Length Perpendicular to Direction 1, B (ft): 11 Length Parallel to Direction 1, L (ft): 20.5 Kd: 0.85 ASCE 7-16 Table 26.6-1 Kzt: 2.05 ASCE 7-16 Sec 26.8.2 Kz: 0.86 ASCE 7-16 Table 26.10-1 -------1 Velocity Pressure, q (psf): 35.4 ASCE 7-16 Eq 26.10-1 .._ __ _. Gust Factor, Gf: 0.85 Force Coefficient, Cf: 1.85 Design Wind Load, p (psf): 55.6 Direction 1 Surface Area (ft2): 115 Gust Factor, Gf: 0.85 Force Coefficient, Cf: 1.55 Design Wind Load, p (psf): 46.6 Direction 2 Surface Area (ft2): 180 Direction 1 Wind Base Shear (lbs): 6,394 Direction 2 Wind Base Shear (lbs:) 8,384 D-4 ASCE 7-16 Sec 26.11.1 ASCE 7-16 Fig 29.3-1 ASCE 7-16 Eq 29.3-1 ASCE 7-16 Sec 26.11.1 ASCE 7-16 Fig 29.3-1 ASCE 7-16 Eq 29.3-1 B L April 14, 2026 Item #6 Page 53 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations ASCE. AMERICAN SOCIE1Y OF CIVIL ENGINEERS Seismic Site Soil Class: Results: Ss: s, Fa : D -Default (see Section 11.4.3) 1.015 So, 0.369 TL : 1.2 PGA: N/A 8 0.445 N/A PGAM : Fv : 0.534 SMs 1.218 FPGA 1.2 SM1 N/A le : 1 Sos 0.812 Cv : 1.303 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Nov 1 0 2025 Date Source: https://ascehazardtool.orq/ USGS Seismic Design Maps Page 2 of 3 D-5 Mon Nov 10 2025 April 14, 2026 Item #6 Page 54 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations Project: CVMla Date: 11/14/2025 Job No: 2599 Engineer: CRC Seismic Demands on Nonbuilding Sturctures (ASCE 7-16, CHAPTER 15) Equivalent Lateral Force Procedure: Lateral System: Amusement Structures I Importance Factor, le: 1 ASCE 7-16 Sec 15.4.1.1 Respon se Modification Factor, R: 2 Overstrength Factor, 0: 2 Deflection Amplification Factor, Cd: 2 Site Class: D Ss: 1.015 Fa: 1.20 SMS: 1.218 SDS: 0.812 Sl: 0.369 Fv: 1.93 SMl: 0.713 SDl: 0.475 Seismic Design Category: D hn (ft): 16 Approximate Fundamental period, Ta (s): 0.16 Fundamental period of structure, T (s): 0.16 Long-period transition periods, TL (s): 8 ASCE 7-16 Table 15.4-2 ASCE 7-16 Table 15.4-2 ASCE 7-16 Table 15.4-2 Per Soils Report Per Soils Report or USGS ASCE Table 11.4-1 ASCE 7-16 Eq 11.4-1 ASCE 7-16 Eq 11.4-3 Per Soils Report or USGS ASCE 7-16 Table 11.4-2 ASCE 7-16 Eq 11.4-2 ASCE 7-16 Eq 11.4-4 max height above grade ASCE 7-16 Eq 12.8-7 & Table 12.8-2 p: 1 ASCE 7-16 Sec 12.3.4 Seismic Effective Weight, W(lb): 7750 ASCE 7-16 Sec 12.7.2 ----- Governing Seismic Response Coefficient Cs:!0,406 min Cs: 0.036 max Cs: 1.48 !ASCE 7-16 Eq 12.8-2 ASCE 7-16 Eq 15.4-1 ASCE 7-16 Eq 12.8-3 Seismic Base Shear, V (lb):._!3_1_46_._s __ _.!ASCE 7-16 Eq 12.8-1 Vertical Seismic Load Coefficient 0.2*SDS: 0.162 Vertical Seismic Load, Ev (lb): 1258.6 ASCE 7-16 Eq 12.4-4a Wind loading governs lateral design D-6 April 14, 2026 Item #6 Page 55 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE ASCE. AMERICAN SOCIE1Y OF CIVIL ENGINEERS Address: Whitman Way & Faraday Ave Carlsbad, California 92008 Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed Data Source: Date Accessed: C-3 Final Stamped Structural Calculations ASCE Hazards Report Standard: ASCE/SEI 7-16 Latitude: 33.13867 Risk Category: 11 Soil Class: D -Default (see Section 11.4.3) Longitude: -117.306463 Elevation: 55. 7334 7975919307 4 ft (NAVD 88) 0 in. 25 F 30 mph ....-._ .... --- Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue Nov 11 2025 llf~ta .,. $;,\~ Esco, did'o Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. https://ascehazardtool.orq/ Page 1 of 2 D -7 Tue Nov 11 2025 April 14, 2026 Item #6 Page 56 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE ASCE. AMERICAN SOCIE1Y OF CIVIL ENGINEERS Snow Results: Ground Snow Load, p9 : Mapped Elevation: Data Source: Date Accessed : C-3 Final Stamped Structural Calculations 2 0 lb/ft 55.7 ft ASCE/SEI 7-16, Table 7.2-8 Tue Nov 11 2025 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported 'elevation' and 'mapped elevation' differ significantly from each other. The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. https://ascehazardtool.orq/ Page 2 of 2 D-8 Tue Nov 11 2025 April 14, 2026 Item #6 Page 57 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations STRUCTURAL DESIGN S - 1 April 14, 2026 Item #6 Page 58 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA Model A MODEL, IN AXONOMETRIC DIRECTION www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page Sheet MODEL l/66 In Axonometric Direction S-2 e April 14, 2026 Item #6 Page 59 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " ROUND 0.500/H Model: 2599-CVMlA Model Basic Obiects 1.1 MATERIALS Material No. Material Name 1 A588 (Rates, Strips and Sheets) I Isotropic I Linear Bastic 2 A'36 (HR Structural Shapes and Bars) I Isotropic I Linear Bastic 1.2 1.2.1 CROSS-SECTIONS • FE MESH Material r- ■ Steel ■ Steel ly [in4] [ir,2] 0.003068 1 0.165 Dote 11/21/2025 Page 2/66 Sheet MODEL Analysis Model Isotropic I Linear Elastic Isotropic I Linear Elastic I, [in4] A,_ [ir,2] 0.003068 1 0.165 Overall Dimensions 0.500 1 •• 0.500 legend !B USA notation for cross- sedlon properties Cross-S. No. 1 Mesh refinement factor for linear analysis e. . cross-section characteristics - 1.00 Mesh refinement factor for nonlinear analysis l e .. Si ex methodJl-1 1.00 :t fu Clptlons :t Watping stiffness deactivated Uniform 1.3 f THICKNESSES Thick. Assigned to No. -r, Surface No. ■ Uniform I d: 0.187 in 11 -A588 (Rates, Strips and Sheets) Uniform I 2-5,7-10 2 Uniform Id: 0.500 in 11 -A588 (Rates, Strips and Sheets) Uniform I 6, 11 3 ■ Uniform I d : 0.375 in 11 -A588 (Rates, Strips and Sheets) Uniform I 1,12 1.4 LINES Legend • ~ r,..,ember Nodes on Line Polyline NURBS • • www.dlubal.com Line No. UneTvne Nodes No. 1 ■ Polyline 1,2 2 ■ Polyline 2,3 3 ■ Polyline 3,4 4 ■ Polyline 4,1 5 ■ NURBS 5,2 6 ■ Polyline 5,6 7 ■ NURBS 6,1 8 ■ NURBS 4,7 9 ■ NURBS 7,6 10 ■ NURBS 5,8 11 ■ NURBS 8,3 12 ■ Polyline 7,8 13 ■ Polyline 7,6 14 ■ Polyline 5,8 15 ■ Polyline 9,10 16 ■ Polyline 10,11 17 ■ Polyline 11,12 18 ■ Polyline 12,9 19 ■ Polyline 13,14 20 ■ NURBS 14,15 21 ■ NURBS 15,16 22 ■ NURBS 16,13 23 ■ NURBS 17,18 24 ■ NURBS 18,19 25 ■ Polyline 19,16 RFEM 6.12.0004 • General 3D structures solved using FEM Line Length Llinl 29.075 46.509 29.075 30.868 247.291 73.658 273.496 273.496 138.786 138.786 247.291 73.658 138.786 138.786 61.658 126.786 61.658 126.786 46.509 247.283 138.786 247.283 192.118 81.377 73.666 S-3 Thickness Material Value Unit Nodes Direction Id 0.181 I in Id o.500 I in Id 0.375 I in Position Odions Comment IIXZ IIX IIXZ IIX - IIY -- IIX IIX -y X X y X y X X - IIX --- IIY e April 14, 2026 Item #6 Page 60 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 3/66 Sheet Model MODEL 1.4 LINES Line Line Length No. UneT""" Nodes No. Llinl Position Ontions Comnent 26 ■ NURBS 16,20 112.811 - 27 ■ NURBS 20,13 134.473 - 28 ■ Polyline 13,17 29.075 IIXZ 29 ■ NURBS 19,21 138.786 IIX 30 ■ NURBS 21,22 273.496 - 31 ■ Polyline 22,17 30.868 IIX 32 ■ NURBS 17,19 273.496 - 33 ■ NURBS 14,23 134.473 - 34 ■ NURBS 23,15 112.811 - 35 ■ Polyline 15,21 73.666 IIY 36 ■ NURBS 21,24 81.377 - 37 ■ NURBS 24,22 192.118 - 38 ■ Polyline 22,14 29.075 IIXZ 39 ■ Polyline 15,16 138.786 IIX 40 ■ Polyline 19,21 138.786 IIX 41 ■ Polyline 25,26 61.658 IIY 42 ■ Polyline 26,27 126.786 IIX 43 ■ Polyline 27,28 61.658 IIY 44 ■ Polyline 28,25 126.786 IIX 45 ■ Polyline 6,10 8.485 lnXY 46 ■ Polyline 9,5 8.485 lnXY 47 ■ Polyline 12,8 8.485 lnXY 48 ■ Polyline 7,11 8.485 lnXY 49 ■ Polyline 29,30 67.658 IIY / 50 ■ Polyline 30,31 132.786 IIX / 51 ■ Polyline 31,32 67.658 IIY / 52 ■ Polyline 32,29 132.786 IIX / 53 ■ Polyline 16,26 8.491 lnXY 54 ■ Polyline 19,25 8.485 lnXY 55 ■ Polyline 21,28 8.485 lnXY 56 ■ Polyline 15,27 8.491 lnXY 57 ■ Polyline 33,34 67.662 IIY / 58 ■ Polyline 34,35 132.786 IIX / 59 ■ Polyline 35,36 67.662 IIY / 60 ■ Polyline 36,33 132.786 IIX / 61 ■ Polyline 69,70 24.922 IIXZ / 62 ■ Polyline 71,72 24.922 IIXZ / 63 ■ Polyline 72,69 27.832 IIX / 64 ■ Polyline 73,74 24.922 IIXZ 65 ■ Polyline 75,74 27.832 IIX 66 ■ Polyline 75,76 24.922 xz 67 ■ Polyline 70,71 41.239 X / 68 ■ Polyline 73,76 41 .239 X 69 ■ Polyline 70,73 1.000 y ' 70 ■ Polyline 80,85 1.000 y ' 71 ■ Polyline 79,86 1.000 y /. 72 ■ Polyline 69,74 1.000 y ' 73 ■ Polyline 82,87 1.000 y ' 74 ■ Polyline 81,88 1.000 y ' 75 ■ Polyline 72,75 1.000 y /. 76 ■ Polyline 78,89 1.000 y ' 77 ■ Polyline 77,90 1.000 y ' 78 ■ Polyline 71,76 1.000 y ' 79 ■ Polyline 84,91 1.000 y ' 80 ■ Polyline 83,92 1.000 y /. 89 ■ Polyline 117,118 20.769 xz / 91 ■ Polyline 119,120 20.769 IIXZ / 93 ■ Polyline 120,117 24.796 IIX / 95 ■ Polyline 121,122 20.769 IIXZ 97 ■ Polyline 123,122 24.796 IIX 99 ■ Polyline 123,124 20.769 IIXZ 101 ■ Polyline 118,119 35.968 IIX / 103 ■ Polyline 121,124 35.968 IIX 1.5 MEMBERS Legend Member Line MemberType Rotation Cross-S. Hinge Eccentricity Length No. No. Cross-5. Distribution Twe I Pldeal i/k/i i/j iii L[in] Position ~ Design properties . Member Hinge 1 69 ■ Beam ■Ange I 0.00 • 1 1 -1.000 IIY "· Member Hinge ■ Uniform 2 - S-4 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 61 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Beam Legend • ; Design properties Grid for Results Integrated Objects surface Support Plane www.dlubal.com 1.s MEMBERS Menmer Na. 2 3 4 5 6 7 8 9 10 11 12 70 71 72 73 74 75 76 (: ~ ; c(' ~ 78 79 80 1.6 SURFACES Model: 2599-CVMlA Model MemberType Cross-S. Distribution Beam Unifonn Beam Unifonn ■Beam Unifonn ■Beam Unifonn ■Beam Unifonn Beam Unifonn ■Beam Unifonn Beam Unifonn Beam Unifonn ■Beam Unifonn Beam Unifonn 1 ■ /aje 1 ■ /aje 1 ■ /aje 1 ■ /aje 1 ■ /aje 1 ■ /aje 1 ■ /aje 1 ■ /aje 1 ■ /aje 1 ■ /aje 1 ■ /aje 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 Cross-5. ilk/i • • • • • • • • • • • I ■ I ■ I ■ I ■ I ■ I ■ I ■ I ■ I ■ I ■ I ■ Hinge if 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 Dote 11/21/2025 Page 4/66 Sheet MODEL Eccentricity iii Length Lm Position JIY JIY JIY JIY JIY JIY JIY JIY JIY JIY 1.000 I II y Surface No_ 1-4 Boundary I Stiffness I Geometry -~L=in~es-----+■=-cSta=--nd"'":~~~---11-=■ Pl~ I ■ Thlc~~-+~Mate~~~~al~t---P;~011 Options 0 r;~ 2 3 4 5 6 7 Shell 1,5-7 Shell 8,9,7,4 Shell 10,11,2,5 Shell 3,8,12,11 Shell 13,6,14,12 Shell 19-22 Shell I ■ Standard I ■ Standard I ■ Standard I ■ Standard I ■ Standard I ■ Standard S-5 RFEM 6.12.0004 • General 3D structures solved using FEM I ■ Plane I ■ I ■ Quadrangle I ■ Quadrangle I ■ I ■ Plane I ■ Plane I ■ I ■ I ■ Quadrangle I ■ 2 lnXY 9• ., April 14, 2026 Item #6 Page 62 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 5/66 Sheet Model MODEL 1,6 SURFACES Quadrangle Surface Boundary Stiffness Geometry No. Lines 'f, 'f, Thickness Material Position ons 8 23-28 ■ Standard ■ Rane ■ 1 1 <:i P: Shell 9 ~ I ■ Standard Quadrangle I ■ i>: Shell 10 33-38 I ■ Standard I ■ Rane I ■ I -i; Shell 11 39,25,40,35 I ■ Standard I ■ Rane I ■ 2 lnXY <Q Shell 12 28,19,38,31 I ■ Standard I ■ Rane I ■ 3 IIXZ " Shell 1.7 OPENINGS Opening Surfaces Boundary Lines Area Center of opening [in] No. No. No. A[ft2] Xe Ye Zc Position 1 6 15-18 54.29 -8.598 -58.738 0.000 lnXY Shell 2 11 I 41-44 54.29 1 -8.598 I 58.746 I 0.000 1 lnXY Shell 3 1 193,89,101,91 4.22 1 -8.598 1 -0.496 1 179.220 111 xz 4 12 97,95,103,99 4.22 -8.598 0.504 179.220 IIXZ S-6 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 63 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA Model 1.s SURFACE PROPERTIES Visibility mode www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM C-3 Final Stamped Structural Calculations z 1<y X S-7 Dote 11/21/2025 Page 6/66 Sheet MODEL In Axonometric Direction Colors of Rendered Objects Node I Display Properties Line I Display Properties Member I Material ■ 2 -A36 (HR Structural Shapes and Bors) Surface I Thickness ■ l • Uniform I d : 0.187 in I l -A588 (Plates, Strips and Sheets) ■ 2 -Uniform I d: 0.500 in I l -A588 (Plates, Strips and Sheets) ■ 3 -Uniform I d: 0.375 in I l -A588 !Plates, Strips and Sheets) e April 14, 2026 Item #6 Page 64 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE e Model: 2599-CVMlA Model 1.9 SURfA.CE NUMBERS I I , 3 www.dlubal.com 4 2 ' RfEM 6.12.0004 . Gonerol JD strucrureuolved u,lng FEM C-3 Final Stamped Structur I Calculations z l-x S -8 Doto 11/21/2025 Pogo 7/66 Sheet MODEL In Axonometric Diredion ,, I. I II , ~o :,, 7 " I I I I ! ! April 14, 2026 Item #6 Page 65 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Model 1.10 NODAL SUPPORT NUMBERS 20 , I z I I-, X z I 1-· ,.26 1fi1u ~ ~,.1.9 2 Types for Nodes 2.1 NODAL SUPPORTS Support Translation Spring [kip/ft] No. Nodes No. I Coordinate Svstem I Cu.x I C...v I Cu,z I www.dlubal.com 6 ■ 000 □rn I Pinned 37-68 I 1-Global-x:fZ 3 Types for Members 3.1 MEMBER HINGES Hinge Coordinate I Translation Spring (kip/ft] No. Svst...n Cu.x I Cu.v I Cu., 1 □□□ 0~ I Local xyz Local xyz I □ I □ I □ 2 □□□ □~ I Local xyz Local xyz I □ I □ I □ 4 Types for Surfaces 4.1 SURFACE SUPPORTS Support No. I Translational Spring Surfaces No. Cu.x [kiplft3) I Cu.v [kiplft3) I 5 ■ DD~ 00 I Uz : Failure if positive contact stress o, s.11 I □ I □ S-9 RFEM 6.12.0004 • General 3D structures solved using FEM I c..,.. I ~ I □ Cu., [kiplft3) I Dote 11/21/2025 Page 8/66 Sheet MODEL In Axonometric Direction 18 •• Rotation Spring (kipft/rad] C...X I C.., v I C...Z □ □ □ •• Rotation Spring [kipft/rad] I c..,. I c..,.. I ~ I ~ I ~ I ~ •• Shear Spring C..,.. [kip/ft) I C..vz [kip/ft] e April 14, 2026 Item #6 Page 66 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA Model 5 Load Cases & Combinations 5.1 LOAD CASES LC No. Settinas 1 11!1 Self-weight 2 3 4 Analysis type Associated standard Static analysis settings Action category Self-weight -Factor in direction X Self-weight -Factor in direction Y Self-weight -Factor in direction Z Self-weight mode for geotechnical analysis ffi \/\lndX Analysis type Associated standard Static analysis settings Action category Self-weight mode for geotechnical analysis ffi \/\lndY Analysis type Associated standard Static analysis settings Action category Self-weight mode for geotechnical analysis U Live load Analysis type Associated standard Static analysis settings Action category Live load is less than or equal to 100 psf Self-weight mode for geotechnical analysis 5.2 ACTIONS Action No. Settings 1 11!1 Dead load Action Category Action Type Associated Standard 2 3 m 1/\lndload Action Category Action Type Associated Standard U Live load Action Category Action Type Associated Standard 5.3 LOAD COMBINATIONS co No. Settin 1 ■ j 1.400 2 Analysis type Associated standard Static analysis settings Design Situation ■ 1.20O+1.60L Analysis type Associated standard Static analysis settings C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page Sheet MODEL 9/66 •• Value Unit To Solve I Static Analysis _, ASCE 712022 SA 1 -Geometrically linear I Newton-Raphson 11!1 Dead load 0.000 0.000 -1 .000 Normal Static Analysis _, ASCE 712022 SA 1 -Geometrically linear I Newton-Raphson ffi 1/\lndload Normal Static Analysis _, ASCE 712022 SA 1 -Geometrically linear I Newton-Raphson ffi 1/\lndload Normal Static Analysis _, ASCE 712022 SA 1 -Geometrically linear I Newton-Raphson U Live load □ Normal Value 1 11!1 Dead load Simultaneously _, ASCE 712022 I ffi 1/\lndload Alternatively _, ASCE 712022 I U Live load Simultaneously _, ASCE 712022 Static Analysis _, ASCE 712022 Value SA2 -Seconck>rder (P-ll) I Newton-Raphson I 100 I 1 DS1 -Section 2.3 (LRFD), 1. to 5. I Static Analysis _, ASCE 712022 SA2 -Seconck>rder (P-ll) I Newton-Raphson I 100 I 1 S-10 IZl IZl IZl IZl I Active IZl IZl IZl Unit To Solve IZl IZl www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 67 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 10/66 Sheet Model MODEL 5.3 LOAD COMBINATIONS co No. Settin Value Unit To Solve Design Situation 2;iJ DS1 -Section 2.3 (LRFD), 1. to 5. 3 ■ ~ 1.20D+W1 Analysis type Static Analysis IZl Associated standard _. ASCE 712022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation DS1 -Section 2.3 (LRFD), 1. to 5. 4 ■ ii 1.20D+W2 Analysis type Static Analysis IZl Associated standard _, ASCE 712022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation 2:_3] DS1 -Section 2.3 (LRFD), 1. to 5. 5 ■ ~ 1.20D+W1 +L Analysis type Static Analysis IZl Associated standard _, ASCE 712022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation z DS1 -Section 2.3 (LRFD), 1. to 5. 6 ■ ~ 1.20D+W2+L Analysis type Static Analysis Associated standard _, ASCE 7 I 2022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation 2:3 DS1 -Section 2.3 (LRFD), 1. to 5. 7 ■ 0.90D+W1 Analysis type Static Analysis IZl Associated standard _, ASCE 712022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation 2:_3] DS1 -Section 2.3 (LRFD), 1. to 5. 8 ■ 5 0.90D+W2 Analysis type Static Analysis IZl Associated standard _, ASCE 712022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation :;IJ DS1 -Section 2.3 (LRFD), 1. to 5. 9 ■--D Analysis type Static Analysis Associated standard _, ASCE 712022 Static analysis settings SA2 -SeconCH>rder (P-6) I Newton-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASD), 1. to 7. 10 ■.,,_D+L Analysis type Static Analysis Associated standard _. ASCE 712022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASD), 1. to 7. 11 ■ ... D + 0.60W1 Analysis type Static Analysis IZl Associated standard _, ASCE 712022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASD), 1. to 7. 12 ■..-D+0.60W2 Analysis type Static Analysis IZl Associated standard _, ASCE 712022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASD), 1. to 7. 13 ■ 11!11 D + 0.45W1 + 0.75L Analysis type Static Analysis Associated standard _, ASCE 7 I 2022 Static analysis settings SA2 -Seconcktrder (P-6) I Newton-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASD), 1. to 7. 14 ■ 11!11 D + 0.45W2 + 0. 75L Analysis type I Static Analysis Associated standard _, ASCE 712022 IZl S -11 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 68 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 11/66 Sheet Model MODEL 5.3 LOAD COMBINATIONS co No. Settinas Value Unit To Solve Static analysis settings ■ S/l:2.-Second-order (P-t.) I Nev.Aon-Raphson I 100I1 Design Situation ~ DS2-Section 2.4 (ASO), 1. to 7. 15 ._.. 0.600 + 0.60W1 Analysis type Static Analysis ~ Associated standard -ASCE 712022 Static analysis settings ■ S/l2. -Second-order (P-t.) I Nev.Aon-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASO), 1. to 7. 16 ._.. 0.600 + 0.60W2 Analysis type Static Analysis ~ Associated standard -ASCE 7 I 2022 Static analysis settings ■ S/l2. -Second-order (P-t.) I Nev.Aon-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASO), 1. to 7. 17 .3 1.200 + 0.71W1 + 0.71W2 + L Analysis type Static Analysis ~ Associated standard -ASCE 712022 Static analysis settings ■ S/l2. -Second-order (P-t.) I Nev.Aon-Raphson 1100 I 1 Design Situation Z:3J DS1 -Section 2.3 (LRFO), 1. to 5. 18 .3] 0.900 + 0.71W1 + 0.71W2 Analysis type Static Analysis ~ Associated standard -ASCE 712022 Static analysis settings ■ S/l2. -Second-order (P-t.) I Nev.Aon-Raphson 1100 11 Design Situation Z:3 DS1 -Section 2.3 (LRFO), 1. to 5. 19 ~ 0 + 0.42W1 + 0.42W2 Analysis type Static Analysis ~ Associated standard -ASCE 712022 Static analysis settings ■ S/l2. -Second-order (P-t.) I Nev.Aon-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASO), 1. to 7. 20 ~ 0.600 + 0.42W1 + 0.42W2 Analysis type Static Analysis ~ Associated standard -ASCE 712022 Static analysis settings ■ S/l2. -Second-order (P-t.) I Nev.Aon-Raphson 1100 11 Design Situation ~ DS2-Section 2.4 (ASO), 1. to 7. 5.3.1 LOAD COMBINATIONS -INCLUDED LOAD CASES co No. Factor load Case Action 1 ■ 1.400 1.40 I ag LC1 I ag A1 2 1.200 + 1.60L 1.20 I ag LC1 1.60 IUI LC4 I ag A1 IUI A3 3 1.20O+W1 1.20 I ag LC1 1.00 ~ LC2 I ag A1 ~A2 4 1.20O+W2 1.20 I ag LC1 1.00 ~ LC3 I ag A1 ~A2 5 ii 1.20O+W1 +L 1.20 I ag LC1 I ag A1 1.00 ~ LC2 ~A2 1.00 IUI LC4 IUI A3 6 ■ ii 1.20O+W2+L 1.20 I ag LC1 I ag A1 1.00 ~ LC3 ~A2 1.00 IUI LC4 IUI A3 7 5 0.90O+W1 0.90 I ag LC1 I ag A1 S -12 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 69 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " www.dlubal.com Model: 2599-CVMlA Model 5.3.1 LOAD COMBINATIONS -INCLUDED LOAD CASES co No. 8 9 10 11 12 13 14 15 16 17 18 19 20 Factor 1.00 IHA LC2 ■ 5 0.90D+W2 0.90 I~ LC1 1.00 HA LC3 ■--D 1.00 1 ~ LC1 In! D+L 1.00 1 ~ LC1 1.00 -LC4 a;m D+0.60W1 1.00 1 ~ LC1 0.60 HA LC2 a;II D+0.60W2 1.00 I~ LC1 0.60 HA LC3 11;11 D+0.45W1 +0.75L 1.00 1 ~ LC1 0.45 HA LC2 0.75 -LC4 ■ 11;11 D + 0.45W2 + 0. 75L 1.00 1 ~ LC1 0.45 HA LC3 0.75 -LC4 .. 0.60D + 0.60W1 0.60 I~ LC1 0.60 HA LC2 .. 0.60D + 0.60W2 0.60 I~ LC1 0.60 HA LC3 LoadCase .. 3 1.20D + 0.71W1 + 0.71W2 + L 1.20 ~ LC1 0.71 HA LC2 0.71 HA LC3 1.00 -LC4 :3 0.90D + 0.71W1 + 0.71W2 0.90 I~ LC1 0.71 HA LC2 0.71 HA LC3 ■ ~ D + 0.42W1 + 0.42W2 1.00 I~ LC1 0.42 HA LC2 0.42 HA LC3 ~ 0.60D + 0.42W1 + 0.42W2 0.60 I~ LC1 0.42 HA LC2 0.42 HA LC3 5.4 STATIC ANALYSIS SETTINGS Settings No. Description Geometrically linear I Newton-Raphson Analysis type Iterative method for nonlinear analysis Maximum nurroer of iterations Number of load increments Modify standard precision and tolerance settings S -13 RFEM 6.12.0004 • General 3D structures solved using FEM Svmbal □ IHA A2 l~A1 HA A2 l~A1 l~A1 -/J,3 l~A1 HA A2 l~A1 HA A2 l~A1 HA A2 -/J,3 l~A1 HA A2 -/J,3 l~A1 HA A2 l~A1 HA A2 -- I- Value I Geometrically linear Newton-Raphson 1~ I Dote 11/21/2025 Page 12/66 Sheet MODEL Action Unit e April 14, 2026 Item #6 Page 70 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 13/66 Sheet Model MODEL s.4 STATIC ANALYSIS SETTINGS Settings I No. Descriotion Svmhnl Value Unit Ignore all nonlinearities □ Modify loading by rrultiplier factor □ Displacements due to member load of type 'Pipe internal □ pressure' (Bourdon effect) Method for equation system Direct Plate bending theory Mindlin Activate mass conversion to load □ Equilibrium for undeformed structure □ Stability check based on deformation rate □ 2 Second-order (P-t.) I Newton-Raphson I 100 11 Analysis type ■ Second-order (P-t.) Iterative method for nonlinear analysis Newton-Raphson Maximum number of tterations 100 I Number of load increments 1 Modify standard precision and tolerance settings □ Ignore all nonlinearities □ Modify loading by rrultiplier factor □ Consider favorable effect due to tension in members ~ Displacements due to member load of type 'Pipe internal □ pressure' (Bourdon effect) Refer internal forces to deformed structure ~ Refer internal forces to deformed structure for axial forces ~ Refer internal forces to deformed structure for shear forces ~ Refer internal forces to deformed structure for moments ~ Method for equation system Direct Plate bending theory Mindlin Activate mass conversion to load □ Equilibrium for undeformed structure □ Stability check based on deformation rate □ 3 ■ Large deformations I Newton-Raphson 1100 11 Analysis type ■ Large deformations Iterative method for nonlinear analysis Newton-Raphson Maximum number of tterations 100 I Number of load increments 1 Modify standard precision and tolerance settings □ Ignore all nonlinearities □ Modify loading by rrultiplier factor □ Consider favorable effect due to tension in members ~ Try to calculate unstable structure □ Displacements due to member load of type 'Pipe internal □ pressure' (Bourdon effect) Method for equation system Direct Plate bending theory Mindlin Activate mass conversion to load □ Equilibrium for undeformed structure □ Stability check based on deformation rate □ S-14 I www.dlubal.com ... RFEM 6.12.0004 • General 3D structures solved using FEM I I / ' ·-e April 14, 2026 Item #6 Page 71 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA Model 6 Loads 6.1 LC2-WindX 6.1.1 SURFACE LOADS Load Surfaces Load No. No. l' 1 5,10 Force 6.1.2 LC2: LOADING, IN AXONOMETRIC DIRECTION C-3 Final Stamped Structural Calculations Load Distribution Unifonn Coord. m Load Direction )(p Dote 11/21/2025 Page 14/66 Sheet LOADS •• •• LC2:WindX - Parameters Value Unit 55.6 psf LC2 -Wind X In Axonometric Direction loads [ps~ S -15 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 72 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1D9128D6-8238-408E-80A4-335E11E106CE .-=inal Stamped Structural Calcul tions e Model: '--.:;i Dote 11/21/2025 Page ": 2599-CVMlA Sheet . Model LOADS 15/66 6.2 LC3-WindY 6.2.1 SURFACE LOADS Load Surfaces Load No. No. ,, 1 3 Force 2 7 Force 6.2.2 LC3: LOADING, IN AX.ONOMETRIC DIRECTION Load Distribution Unifonn Varying in Z Coord. m Load Direction •• LC3:WindY - Parameters Value Unit 46.6 psf LC3 -Wind Y In Axonometric Direction lood, [p,8 \ z t.,x S -16 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 73 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " 6.3 LC4 -Live Load 6.3.1 LINE LOADS Load No. Unes 1 5,11,22,34 Model: 2599-CVMlA Model Force Load ,, 6.3.2 LC4: LOADING, IN AX.ONOMETRIC DIRECTION LC4 -Live load lood, [lbij z y _j S-17 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 16/66 Load Distribution ■ Concentrated -1 Coord. Load Direction Sheet LOADS •• LC4: Live Load - Load Parameters Value Unit 5.00 ft -200.0 lbf In Axonometric Direction e April 14, 2026 Item #6 Page 74 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Model Dote 11/21/2025 Page 17 /66 Sheet MODEL 7 Static Analysis Results •• 7.1 SUMMARY Static Analysis Descrilltion Value Unit Notes ag LC1 -Self-weight Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -7.059 kip Sum of support forces in Z -7.059 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I -0.09 1 kipft I At center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.01 kipft At center of gravity of model Resutant of reactions about Z 0.00 kipft At center of gravity of model Maximum deformations Maximum displacement in X-direction -0.005 in FE node No. 1115: (55.548, -89.203, 18.790 in) Maximum displacement in Y-direction -0.004 in FE node No. 265: (-9.497, -110.084, 24.330 in) Maximum displacement in Z-direction -0.004 in FE node No. 310: (-8.498, -10.181, 164.658 in) Maximum vectorial displacement 0.005 in FE node No. 1115: (55.548, -89.203, 18.790 in) Maximum rotation about X-axis -0.02 0 FE node No. 722: (49.461, 97.930, 3.164 in) Maximum rotation about Y-axis -0.02 0 FE node No. 1085: (59.135, -85.276, 5.944 in) Maximum rotation about Z-axis 0.02 0 FE node No. 1116: (54.514, -98.574, 22.490 in) Calculation statistic Nurmer of iterations 38 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 6.81e+48563 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 1 -Geometrically linear I Newton-Raphson Analysis type Geometrically linear Iterative method Newton-Raphson Maximum number of iterations 100 I I Nurmer of load increments 1 Modify loading by multiplier factor □ Method for Equation System Direct Plate bending theorv Mindlin ll'iJ LC2 -Wind X Sum of loads and sum of support forces Sum of loads in X 6.560 kip Sum of support forces in X 6.560 kip Deviation: 0.00 % Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z 0.000 kip Sum of support forces in Z 0.000 kip Resutant of reactions Resutant of reactions about X I 0.00 I kipft I At center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 10.69 kipft At center of gravity of model Resutant of reactions about Z -0.12 kipft At center of gravity of model Maximum deformations Maximum displacement in X-direction 0.085 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-direction -0.006 in FE node No. 744: (-32.626, 105.216, 14.609 in) Maximum displacement in Z-direction -0.019 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum vectorial displacement 0.087 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 0.15 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum rotation about Y-axis 0.39 0 FE node No. 391: (-76.331, -85.276, 5.944 in) Maximum rotation about Z-axis 0.53 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Calculation statistic Nurmer of iterations 59 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 9.81e+48565 - S -18 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 75 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 18/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Infinity Notm I 1.10e+13 I -I Static Analysis Settings No. 1 -Geometrically linear I Newton-Raphson Analysis type Geometrically linear Iterative method Newton-Raphson Maximum number of iterations 100 I I Number of load increments 1 fv1odify loading by multiplier factor □ Method for Equation System Direct Plate bending theory Mindlin a'H LC3-WlndY Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 9.409 kip Sum of support forces in Y 9.409 kip Deviation: 0.00 % Sum of loads in Z 0.000 kip Sum of support forces in Z -0.001 kip Deviation: -100.00 % Resutant of reactions Resutant of reactions about X I 8.95 1 kipft I N center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 0.00 kipft N center of gravity of model Resutant of reactions about Z -0.01 kipft N center of gravity of model Maximum defotmations Maximum displacement in X-direction 0.010 in FE node No. 1116: (54.514, -98.574, 22.490 in) Maximum displacement in Y-direction 0.069 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction 0.043 in FE node No. 921: (-8.019, 0.504, 169.218 in) Maximum vectorial displacement 0.080 in FE node No. 906: (-18.062, 0.504, 189.222 in) Maximum rotation about X-axis 4.27 0 Member No. 1, x: 0.000 in Maximum rotation about Y-axis 0.13 0 FE node No. 1252: (-77.991, -83.567, 0.000 in) Maximum rotation about Z-axis -0.12 0 FE node No. 1068: (58.113, -102.244, 9.603 in) Calculation statistic Number of iterations 36 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix detetminant 1.92e+48555 - Infinity Notm 1.70e+13 - Static Analysis Settings No. 1 -Geometrically linear I Newton-Raphson Analysis type Geometrically linear Iterative method Newton-Raphson Maximum number of iterations 100 I I Number of load increments 1 fv1odify loading by multiplier factor □ Method for Equation System Direct Plate bending theorv Mindlin IUI LC4 -Live Load Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -0.800 kip Sum of support forces in Z -0.800 kip Deviation: -0.02 % Resutant of reactions Resutant of reactions about X I 0.06 1 kipft I N center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.03 kipft N center of gravity of model Resutant of reactions about Z 0.00 kipft N center of gravity of model Maximum defotmations Maximum displacement in X-direction 0.000 in FE node No. 845: (-72.889, 86.017, 18.268 in) Maximum displacement in Y-direction 0.000 in FE node No. 1246: (-8.031, -71.666, 36.604 in) Maximum displacement in Z-direction 0.000 in FE node No. 361: (-7.627, -48.193, 12.079 in) Maximum vectorial displacement 0.000 in FE node No. 361: (-7.627, -48.193, 12.079 in) Maximum rotation about X-axis 0.00 0 FE node No. 602: (-30.592, 51.433, 14.430 in) Maximum rotation about Y-axis 0.00 0 FE node No. 814: (-76.331, 85.284, 5.944 in) S -19 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 76 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structur I Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 19/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Maximum rotation about Z-axis Calculation statistic I o.oo I O I Mermer No. 7, x: 0.000 in Nurmer of iterations Maximum value of element of stiffness matrix on diagonal Minimum value of element of stiffness matrix on diagonal Stiffness matrix determinant Infinity Norm Static Analysis Settings No. 1 -Geometrically linear I Newton-Raphson 34 8.52e+12 - 17283.30 - 1.41e+48566 - 1.70e+13 - Analysis type Geometrically linear Iterative method Newton-Raphson Maximum number of iterations 100 Nurmer of load increments 1 Modify loading by multi~ier factor D Method for Equation System Direct Plate bending theory Mindlin !Z3l DS1 -Section 2.3 (LRFD), 1. to 5. Maximum deformations Maximum di~acernent in X-direction Maximum di~acernent in Y-direction Maximum di~acement in Z-direction Maximum vectorial di~acernent Maximum rotation about X-axis Maximum rotation about Y-axis Maximum rotation about Z-axis ~ DS2-Section 2.4 (ASD), 1. to 7. Maximum deformations Maximum di~acement in X-direction Maximum di~acernent in Y-direction Maximum di~acernent in Z-direction Maximum vectorial di~acement Maximum rotation about X-axis Maximum rotation about Y-axis Maximum rotation about Z-axis CJJ 001-1.40D Sum of loads and sum of support forces Sum of loads in X Sum of support forces in X Sum of loads in Y Sum of support forces in Y Sum of loads in Z Sum of support forces in Z Resutant of reactions Resutant of reactions about X Resutant of reactions about Y Resutant of reactions about Z Maximum deformations Maximum di~acement in X-direction Maximum di~acernent in Y-direction Maximum di~acement in Z-direction Maximum vectorial di~acernent Maximum rotation about X-axis Maximum rotation about Y-axis Maximum rotation about Z-axis Calculation statistic Nurmer of iterations Maximum value of element of stiffness matrix on diagonal Minimum value of element of stiffness matrix on diagonal Stiffness matrix determinant Infinity Norm Static Analysis Settings No. 2 -Second-order (P-~) I Newton-Raphson 1100 11 0.089 in 0.068 in 0.041 in 0.092 in 4.49 ° 0.44 ° 0.82 ° 0.054 in 0.039 in 0.023 in 0.056 in 2.57 ° 0.27 ° 0.46 ° 0.000 kip 0.000 kip 0.000 kip 0.000 kip -9.883 kip -9.883 kip -0.12 1 kipft -0.01 kipft 0.00 kipft -0.007 in -0.005 in -0.005 in 0.007 in -0.03 0 -0.03 ° 0.03 ° 39 8.52e+12 - 17283.30 - 4.21e+48564 - 1.70e+13 - Analysis type I ~er (P-~) Iterative method Newton-Raphson S-20 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM FE node No. 424: (-72.744, -89.203, 18.790 in) I C05 FE node No. 4: (-24.032, -0.496, 193.222 in) I C08 FE node No. 738: (-15.157, 2.668, 193.202 in) I C08 FE node No. 424: (-72.744, -89.203, 18.790 in) I C05 Mermer No. 12, x: 0.900 in I cos FE node No. 391: (-76.331, -85.276, 5.944 in) I C05 Mermer No. 5, x: 0.000 in I C018 FE node No. 424: (-72.744, -89.203, 18.790 in) I C011 FE node No. 4: (-24.032, -0.496, 193.222 in) I C016 FE node No. 738: (-15.157, 2.668, 193.202 in) I C016 FE node No. 424: (-72.744, -89.203, 18.790 in) I C011 Mermer No. 12, x: 0.700 in I C016 FE node No. 391: (-76.331, -85.276, 5.944 in) I C011 Mermer No. 5, x: 0.000 in I C020 Deviation: 0.00 % IN. center of gravity of model (-8.587, -0.132, 76.470 in) N center of gravity of model N center of gravity of model FE node No. 1115: (55.548, -89.203, 18.790 in) FE node No. 265: (-9.497, -110.084, 24.330 in) FE node No. 310: (-8.498, -10.181, 164.658 in) FE node No. 1115: (55.548, -89.203, 18.790 in) FE node No. 722: (49.461, 97.930, 3.164 in) FE node No. 1085: (59.135, -85.276, 5.944 in) FE node No. 1116: (54.514, -98.574, 22.490 in) e April 14, 2026 Item #6 Page 77 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 20/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Maximum number of iterations 100 Number of load increments 1 Modify loading by multielier factor □ Consider favorable effects due to tension forces of members ~ Method for Equation System Direct Plate bending theory Mindlin CZl C02-1.20D + 1.60L Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -9.751 kip Sum of support forces in Z -9.751 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I -0.01 I kipft I N center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.05 kipft N center of gravity of model Resutant of reactions about Z 0.00 kipft N center of gravity of model Maximum deformations Maximum di5elacement in X-direction -0.006 in FE node No. 1115: (55.548, -89.203, 18.790 in) Maximum di5elacement in Y-direction -0.005 in FE node No. 265: (-9.497, -110.084, 24.330 in) Maximum diselacement in Z-direction -0.005 in FE node No. 310: (-8.498, -10.181, 164.658 in) Maximum vectorial di5elacement 0.006 in FE node No. 1115: (55.548, -89.203, 18.790 in) Maximum rotation about X-axis -0.03 0 FE node No. 722: (49.461, 97.930, 3.164 in) Maximum rotation about Y-axis -0.03 0 FE node No. 1085: (59.135, -85.276, 5.944 in) Maximum rotation about Z-axis 0.03 0 FE node No. 1116: (54.514, -98.574, 22.490 in) Calculation statistic Number of iterations 58 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 2.32e+48572 - Infinity Nonn 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-~) I Newton-Raphson 1100 11 Analysis type ~er (P-~) Iterative method Newton-Raphson Maximum number of iterations 100 Number of load increments 1 Modify loading by multielier factor □ Consider favorable effects due to tension forces of members ~ Method for Equation System Direct Plate bending theory Mindlin Cli.J C03 -1.20D + W1 Sum of loads and sum of support forces Sum of loads in X 6.560 kip Sum of support forces in X 6.560 kip Deviation: 0.00 % Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -8.471 kip Sum of support forces in Z -8.471 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I -0.1 o I kipft I N center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 10.68 kipft N center of gravity of model Resutant of reactions about Z -0.12 kipft N center of gravity of model Maximum deformations Maximum di5elacement in X-direction 0.089 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum di5elacement in Y-direction 0.005 in FE node No. 742: (40.605, 103.995, 12.479 in) Maximum di5elacement in Z-direction -0.023 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum vectorial di5elacement 0.092 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 0.16 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum rotation about Y-axis 0.44 0 FE node No. 391: (-76.331, -85.276, 5.944 in) Maximum rotation about Z-axis 0.56 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Calculation statistic S -21 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 78 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 21/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Nurroer of iterations 57 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 1.38e+48552 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2-Second-order (P-£1) I Newton-Raphson 110011 Analysis type ~er (P-£1) Iterative method Newton-Raphson Maximum number of iterations 100 Nurrber of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of merroers ~ Method for Equation System Direct Plate bending theory Mindlin Cll:J C04 -1.20D + V\/2 Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 9.409 kip Sum of support forces in Y 9.409 kip Deviation: 0.00 % Sum of loads in Z -8.471 kip Sum of support forces in Z -8.471 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I 8.82 1 kipft I Al center of gravityof rmdel (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.01 kipft Al center of gravity of rmdel Resutant of reactions about Z -0.01 kipft Al center of gravity of rmdel Maximum deformations Maximum displacement in X-direction 0.011 in FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum displacement in Y-direction 0.066 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction 0.039 in FE node No. 738: (-15.157, 2.668, 193.202 in) Maximum vectorial displacement 0.077 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum rotation about X-axis 4.42 0 Member No. 12, x: 0.900 in Maximum rotation about Y-axis 0.11 0 FE node No. 800: (-77.991, 33.909, 0.000 in) Maximum rotation about Z-axis -0.10 0 FE node No. 1069: (53,756, -110.471, 25.207 in) Calculation statistic Nurrber of iterations 53 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 5.40e+48551 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-£1) I Newton-Raphson 1100 11 Analysis type ~er(P-£1) Iterative method Newton-Raphson Maximum number of iterations 100 Nurrber of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of merroers ~ Method for Equation System Direct Plate bending theory Mindlin ~::I C05-1.20D+W1 +L Sum of loads and sum of support forces Sum of loads in X 6.560 kip Sum of support forces in X 6,560 kip Deviation: 0.00 % Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -9.271 kip Sum of support forces in Z -9.271 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I -0.04 1 kipft I Al center of gravityof rmdel (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 10.66 kipft Al center of gravity of rmdel Resutant of reactions about z -0.12 kipft Al center of gravity of rmdel Maximum deformations S-22 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 79 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 22/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Maximum displacement in X-<lirection 0.089 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-<lirection -0.005 in FE node No. 242: (33.318, -110.545, 25.376 in) Maximum displacement in Z-<lirection -0.024 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum vectorial displacement 0.092 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation aoout X-axis 0.16 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum rotation aoout Y-axis 0.44 0 FE node No. 391: (-76.331, -85.276, 5.944 in) Maximum rotation aoout Z-axis 0.56 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Galrulation statistic Nurrber of iterations 56 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 6.17e+48556 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-t.) I Newton-Raphson 1100 11 Analysis type ~er (P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Nurrber of load increments 1 Modify loading by multiJjier factor □ Consider favorable effects due to tension forces of merrbers ~ Method for Equation System Direct Plate bending theory Mindlin Cll:J C06-1.20D + 1/\/'2 + L Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 9.409 kip Sum of support forces in Y 9.409 kip Deviation: 0.00 % Sum of loads in Z -9.271 kip Sum of support forces in Z -9.271 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions aoout X I 8.88 1 kipft I Al center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions aoout Y -0.04 kipft Al center of gravity of model Resutant of reactions aoout z -0.01 kipft Al center of gravity of model Maximum deformations Maximum displacement in X-<lirection 0.011 in FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum displacement in Y-<lirection 0.066 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-<lirection 0.039 in FE node No. 738: (-15.157, 2.668, 193.202 in) Maximum vectorial displacement 0.076 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum rotation aoout X-axis 4.39 0 Member No. 12, x: 0.900 in Maximum rotation aoout Y-axis -0.11 0 FE node No. 638: (60.795, 33.909, 0.000 in) Maximum rotation aoout Z-axis -0.10 0 FE node No. 1069: (53.756, -110.471, 25.207 in) Gala.tlation statistic Nurrber of iterations 53 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 2.82e+48550 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-t.) I Newton-Raphson 1100 11 Analysis type ~er(P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Nurrber of load increments 1 Modify loading by multiJjier factor □ Consider favorable effects due to tension forces of merrbers ~ Method for Equation System Direct Plate bending theory Mindlin 1:5.J C07 -0.90D + W1 Sum of loads and sum of support forces Sum of loads in X 6.560 kip Sum of support forces in X 6,560 kip Deviation: 0.00 % Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip S-23 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 80 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 23/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Sum of loads in Z -6.353 kip Sum of support forces in Z -6.353 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I -0.08 I kipft I M. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 10.69 kipft M center of gravity of model Resutant of reactions about z -0.12 kipft M center of gravity of model Maximum deformations Maximum displacement in X-direction 0.087 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-direction -0.004 in FE node No. 240: (49.869, -104.983, 14.209 in) Maximum displacement in Z-direction -0.022 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum vectorial displacement 0.090 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 0.15 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum rotation about Y-axis 0.42 0 FE node No. 391: (-76.331, -85.276, 5.944 in) Maximum rotation about Z-axis 0.55 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Calrulation statistic Number of iterations 54 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix detemiinant 5.07e+48555 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2-Second-order (P-t.) I Newton-Raphson I 100I1 Analysis type SeconckJrder (P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Number of load increments 1 Modify loading by multiplier factor □ Consider favorable effects due to tension forces of members ~ Method for Equation System Direct Plate bending theory Mindlin C:5.::1 C08 -0.90D + W2 Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 9.409 kip Sum of support forces in Y 9.409 kip Deviation: 0.00 % Sum of loads in Z -6.353 kip Sum of support forces in Z -6.353 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I 8.85 1 kipft IM. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.01 kipft M center of gravity of model Resutant of reactions about z -0.01 kipft M center of gravity of model Maximum deformations Maximum displacement in X-direction 0.010 in FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum displacement in Y-direction 0.068 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction 0.041 in FE node No. 738: (-15.157, 2.668, 193.202 in) Maximum vectorial displacement 0.078 in FE node No. 906: (-18.062, 0.504, 189.222 in) Maximum rotation about X-axis 4.49 0 Member No. 12, x: 0.900 in Maximum rotation about Y-axis 0.11 0 FE node No. 800: (-77.991, 33.909, 0.000 in) Maximum rotation about Z-axis -0.11 0 FE node No. 1069: (53.756, -110.471, 25.207 in) Calrulation statistic Number of iterations 58 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix detemiinant 2.80e+48555 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-t.) I Newton-Raphson 1100 11 Analysis type SeconckJrder (P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Number of load increments 1 Modify loading by multiplier factor □ Consider favorable effects due to tension forces of members ~ S-24 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 81 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 24/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Method for Equation System Direct Plate bending theory Mindlin --C09-D Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -7.059 kip Sum of support forces in Z -7.059 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I -0.09 I kipft I At center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.01 kipft At center of gravity of model Resutant of reactions about z 0.00 kipft At center of gravity of model Maximum deformations Maximum displacement in X-direction -0.005 in FE node No. 1115: (55.548, -89.203, 18.790 in) Maximum displacement in Y-direction -0.004 in FE node No. 265: (-9.497, -110.084, 24.330 in) Maximum displacement in Z-direction -0.004 in FE node No. 310: (-8.498, -10.181, 164.658 in) Maximum vectorial displacement 0.005 in FE node No. 1115: (55.548, -89.203, 18.790 in) Maximum rotation about X-axis -0.02 0 FE node No. 722: (49.461, 97.930, 3.164 in) Maximum rotation about Y-axis -0.02 0 FE node No. 1085: (59.135, -85.276, 5.944 in) Maximum rotation about Z-axis 0.02 0 FE node No. 1116: (54.514, -98.574, 22.490 in) Galrulation statistic Nurrber of iterations 38 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix detemiinant 4.21e+48563 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-t.) I Newton-Raphson 1100 11 Analysis type Seconcklrder (P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Nurrber of load increments 1 Modify loading by multiplier factor □ Consider favorable effects due to tension forces of merrbers ~ Method for Equation System Direct Plate bending theory Mindlin In! C010-D+L Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -7.859 kip Sum of support forces in Z -7.859 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I -0.03 1 kipft I At center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.03 kipft At center of gravity of model Resutant of reactions about Z 0.00 kipft At center of gravity of model Maximum deformations Maximum displacement in X-direction -0.005 in FE node No. 1115: (55.548, -89.203, 18.790 in) Maximum displacement in Y-direction -0.004 in FE node No. 265: (-9.497, -110.084, 24.330 in) Maximum displacement in Z-direction -0.004 in FE node No. 310: (-8.498, -10.181, 164.658 in) Maximum vectorial displacement 0.005 in FE node No. 1115: (55.548, -89.203, 18.790 in) Maximum rotation about X-axis -0.02 0 FE node No. 722: (49.461, 97.930, 3.164 in) Maximum rotation about Y-axis -0.02 0 FE node No. 1085: (59.135, -85.276, 5.944 in) Maximum rotation about Z-axis 0.02 0 FE node No. 1116: (54.514, -98.574, 22.490 in) Galrulation statistic Nurrber of iterations 58 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix detem,inant 5.11e+48572 - S-25 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 82 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 25/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Infinity Notm I 1.10e+13 I -I Static Analysis Settings No. 2 -Second-order (P-.t.) I Newton-Raphson 1100 I 1 Analysis type Second-order (P-.t.) Iterative method Newton-Raphson Maximum number of iterations 100 Number of load increments 1 fv1odify loading by multiplier factor □ Consider favorable effects due to tension forces of members ~ Method for Equation System Direct Plate bending theory Mindlin 11111 C011 -D + 0.60W1 Sum of loads and sum of support forces Sum of loads in X 3.936 kip Sum of support forces in X 3.936 kip Deviation: 0.00 % Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -7.059 kip Sum of support forces in Z -7.059 kip Deviation: 0.00 % Resutant of reactions RestJtant of reactions about X I -0.09 I kipft I />I. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 6.41 kipft Af center of gravity of model RestJtant of reactions about Z -0.07 kipft />I. center of gravity of model Maximum defotmations Maximum displacement in X-direction 0.054 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-direction -0.004 in FE node No. 242: (33,318, -110.545, 25.376 in) Maximum displacement in Z-direction -0.015 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum vectorial displacement 0.056 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 0.10 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum rotation about Y-axis 0.27 0 FE node No. 391: (-76.331, -85.276, 5.944 in) Maximum rotation about Z-axis 0.34 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Calculation statistic Number of iterations 47 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 2.03e+48557 - Infinity Notm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-.t.) I Newton-Raphson 1100 11 Analysis type Second-order (P-.t.) Iterative method Newton-Raphson Maximum number of iterations 100 Number of load increments 1 fv1odify loading by multiplier factor □ Consider favorable effects due to tension forces of members ~ Method for Equation System Direct Plate bending theorv Mindlin 11111 C012-D+0.60W2 Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 5.646 kip Sum of support forces in Y 5.646 kip Deviation: 0.00 % Sum of loads in Z -7.059 kip Sum of support forces in Z -7.059 kip Deviation: 0.00 % Resutant of reactions RestJtant of reactions about X I 5.27 1 kipft I />I. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.01 kipft Af center of gravity of model RestJtant of reactions about Z 0.00 kipft />I. center of gravity of model Maximum defotmations Maximum displacement in X-direction 0.008 in FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum displacement in Y-direction 0.037 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction -0.023 in FE node No. 462: (-8.019, -0.496, 169.218 in) Maximum vectorial displacement 0.044 in FE node No. 4: (-24.032, -0.496, 193.222 in) S-26 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 83 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 26/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Maximum rotation about X-axis 2.48 0 Member No. 1, x: 0.900 in Maximum rotation about Y-axis 0.06 0 FE node No. 800: (-77.991, 33.909, 0.000 in) Maximum rotation about Z-axis -0.06 0 FE node No. 629: (58.113, 102.252, 9.603 in) Calculation statistic Nurroer of iterations 53 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 7.90e+48545 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-t.) I Newton-Raphson 1100 11 Analysis type SeconckJrder (P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Nurroer of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of merroers ~ Method for Equation System Direct Plate bending theorv Mindlin lllll C013 -D + 0.45W1 + 0.75L Sum of loads and sum of support forces Sum of loads in X 2.952 kip Sum of support forces in X 2.952 kip Deviation: 0.00 % Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -7.659 kip Sum of support forces in Z -7.659 kip Deviation: 0.00 % Resutant of reactions RestJtant of reactions about X I -0.04 1 kipft I />I. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 4.78 kipft />I. center of gravity of model RestJtant of reactions about Z -0.05 kipft />I. center of gravity of model Maximum deformations Maximum di~acement in X-direction 0.042 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum di~acement in Y-direction -0.004 in FE node No. 266: ( 12.118, -110.495, 25.262 in) Maximum di~acement in Z-direction -0.012 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum vectorial di~acement 0.043 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 0.07 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum rotation about Y-axis 0.21 0 FE node No. 391: (-76.331, -85.276, 5.944 in) Maximum rotation about Z-axis 0.26 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Calculation statistic Nurroer of iterations 54 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 8.19e+48563 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2-Second-order (P-t.) I Newton-Raphson I 100I1 Analysis type SeconckJrder (P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Nurroer of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of merroers ~ Method for Equation System Direct Plate bending theory Mindlin lllll C014 -D + 0.45W2 + 0.75L Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 4.234 kip Sum of support forces in Y 4.234 kip Deviation: 0.00 % Sum of loads in Z -7.659 kip Sum of support forces in Z -7.659 kip Deviation: 0.00 % Resutant of reactions S-27 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 84 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 27/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Resutant of reactions about X 3.98 kipft M. center of gravity of mcxlel (-8.587, -0.132, 76.470 in) Resutant of reactions about Y -0.03 kipft M. center of gravity of mcxlel Resutant of reactions about Z 0.00 kipft M. center of gravity of mcxlel Maximum deformations Maximum displacement in X-direction 0.007 in FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum displacement in Y-direction 0.026 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction -0.018 in FE node No. 462: (-8.019, -0.496, 169.218 in) Maximum vectorial displacement 0.031 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum rotation about X-axis 1.77 0 Mermer No. 12, x: 1.000 in Maximum rotation about Y-axis -0.04 0 FE node No. 638: (60.795, 33.909, 0.000 in) Maximum rotation about Z-axis -0.05 0 FE node No. 629: (58.113, 102.252, 9.603 in) Calculation statistic Number of iterations 59 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 1.38e+48550 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2-Second-order (P-t.) I Newton-Raphson I 100I1 Analysis type Seconck>rder (P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Number of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of members ~ Method for Equation System Direct Plate bending theorv Mindlin .. C015-0.60D+0.60W1 Sum of loads and sum of support forces Sum of loads in X 3.936 kip Sum of support forces in X 3.936 kip Deviation: 0.00 % Sum of loads in Y 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Z -4.235 kip Sum of support forces in Z -4.235 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I -0.05 1 kipft IM. center of gravity of mcxlel (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 6.41 kipft M. center of gravity of mcxlel Resutant of reactions about Z -0.07 kipft M. center of gravity of mcxlel Maximum deformations Maximum displacement in X-direction 0.053 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-direction 0.002 in FE node No. 742: (40.605, 103.995, 12.479 in) Maximum displacement in Z-direction -0.013 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum vectorial displacement 0.054 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 0.09 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum rotation about Y-axis 0.26 0 FE node No. 391: (-76.331, -85.276, 5.944 in) Maximum rotation about Z-axis 0.33 0 FE node No. 846: (-71.789, 97.586, 22.207 in) Calculation statistic Number of iterations 57 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 1.49e+48554 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-t.) I Newton-Raphson 1100 I 1 Analysis type Seconck>rder (P-t.) Iterative method Newton-Raphson Maximum number of iterations 100 Number of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of members ~ Method for Equation System Direct Plate bending theory Mindlin I -.. C016-0.60D+0.60W2 S-28 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 85 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 28/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Sum of loads and sum of support forces Sum of loads in X 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in Y 5.646 kip Sum of support forces in Y 5.646 kip Deviation: 0.00 % Sum of loads in Z -4.235 kip Sum of support forces in Z -4.235 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I 5.31 I kipft I M. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 0.00 kipft M. center of gravity of model Resutant of reactions about Z 0.00 kipft M. center of gravity of model Maximum defonnations Maximum displacement in X-direction 0.006 in FE node No. 846: (-71.789, 97.586, 22.207 in) Maximum displacement in Y-direction 0.039 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction 0.023 in FE node No. 738: (-15.157, 2.668, 193.202 in) Maximum vectorial displacement 0.045 in FE node No. 906: (-18.062, 0.504, 189.222 in) Maximum rotation about X-axis 2.57 0 Merrber No. 12, x: 0.700 in Maximum rotation about Y-axis 0.07 0 FE node No. 800: (-77.991, 33.909, 0.000 in) Maximum rotation about Z-axis -0.06 0 FE node No. 1069: (53.756, -110.471, 25.207 in) Calculation statistic Nurrt>er of iterations 60 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 5.25e+48551 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-.t.) I Newton-Raphson 1100 I 1 Analysis type Second-order (P-.t.) Iterative method Newton-Raphson Maximum number of iterations 100 Nurrt>er of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of merrt>ers ~ Method for Equation System Direct Plate bending theory Mindlin [Z:3J C017-1.20D + 0.71W1 + 0.71W2 + L Sum of loads and sum of support forces Sum of loads in X 4.658 kip Sum of support forces in X 4.658 kip Deviation: 0.00 % Sum of loads in Y 6.681 kip Sum of support forces in Y 6.681 kip Deviation: 0.00 % Sum of loads in Z -9.271 kip Sum of support forces in Z -9.271 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I 6.30 I kipft I M. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 7.56 kipft M. center of gravity of model Resutant of reactions about Z -0.10 kipft M. center of gravity of model Maximum defonnations Maximum displacement in X-direction 0.059 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-direction 0.045 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction -0.028 in FE node No. 2: (14.656, -0.496, 165.218 in) Maximum vectorial displacement 0.060 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 3.00 0 Merrber No. 1, x: 0.800 in Maximum rotation about Y-axis 0.28 0 FE node No. 845: (-72.889, 86.017, 18.268 in) Maximum rotation about Z-axis 0.76 0 Merrber No. 5, x: 0.000 in Calculation statistic Nurrt>er of iterations 49 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 1.1 Oe+48548 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-.t.) I Newton-Raphson 1100 I 1 Analysis type I Second-order (P-.t.) S-29 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 86 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 29/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Iterative methcxl Newton-Raphson Maximum number of iterations 100 Number of load ina-ements 1 1111odify loading by multi~ier factor □ Consider favorable effects due to tension forces of members ~ Method for Equation System Direct Plate bending theorv Mindlin [Z:3J C018-0.90D+0.71W1 +0.71W2 Sum of loads and sum of support forces Sum of loads in X 4.658 kip Sum of support forces in X 4.658 kip Deviation: 0.00 % Sum of loads in Y 6.681 kip Sum of support forces in Y 6.681 kip Deviation: 0.00 % Sum of loads in Z -6.353 kip Sum of support forces in Z -6.353 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I 6.27 1 kipft I /lJ. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 7.59 kipft /lJ. center of gravity of model Resutant of reactions about Z -0.10 kipft /lJ. center of gravity of model Maximum deformations Maximum displacement in X-direction 0.058 in FE ncxle No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-direction 0.047 in FE ncxle No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction 0.029 in FE ncxle No. 14: (-31.852, 0.504, 165.218 in) Maximum vectorial displacement 0.059 in FE ncxle No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 3.09 0 Member No. 1, x: 0.900 in Maximum rotation about Y-axis 0.28 0 FE ncxle No. 845: (-72.889, 86.017, 18.268 in) Maximum rotation about Z-axis 0.82 0 Member No. 5, x: 0.000 in Calculation statistic Number of iterations 45 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 6.79e+48548 - Infinity Norm 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-.t.) I Newton-Raphson 1100 I 1 Analysis type Second-order (P-.t.) Iterative methcxl Newton-Raphson Maximum number of iterations 100 Number of load ina-ements 1 1111odify loading by multi~ier factor □ Consider favorable effects due to tension forces of members ~ Methcxl for Equation System Direct Plate bending theory Mindlin -RI C019-D + 0.42W1 + 0.42W2 Sum of loads and sum of support forces Sum of loads in X 2.755 kip Sum of support forces in X 2.755 kip Deviation: 0.00 % Sum of loads in Y 3.952 kip Sum of support forces in Y 3.952 kip Deviation: 0.00 % Sum of loads in Z -7.059 kip Sum of support forces in Z -7.059 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I 3.67 1 kipft I /lJ. center of gravity of model (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 4.48 kipft /lJ. center of gravity of model Resutant of reactions about Z -0.06 kipft /lJ. center of gravity of model Maximum deformations Maximum displacement in X-direction 0.036 in FE ncxle No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-direction 0.025 in FE ncxle No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction -0.017 in FE ncxle No. 2: (14.656, -0.496, 165.218 in) Maximum vectorial displacement 0.037 in FE ncxle No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 1.69 0 Member No. 1, x: 0.800 in Maximum rotation about Y-axis 0.17 0 FE ncxle No. 845: (-72.889, 86.017, 18.268 in) Maximum rotation about Z-axis 0.38 0 Member No. 5, x: 0.000 in S-30 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 87 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 30/66 Sheet Model RESULTS 7.1 SUMMARY Static Analysis Descriotion Value Unit Notes Calculation statistic Nurmer of iterations 56 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 1.11 e+48555 - Infinity Nonn 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-.t.) I Newtoo-Raphson 1100 I 1 Analysis type Second-order (P-.t.) Iterative method Newton-Raphson Maximum number of iterations 100 Nurmer of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of mermers ~ Method for Equation System Direct Plate bending theory Mindlin ~ C020 -0.600 + 0.42W1 + 0.42W2 Sum of loads and sum of support forces Sum of loads in X 2.755 kip Sum of support forces in X 2.755 kip Deviation: 0.00 % Sum of loads in Y 3.952 kip Sum of support forces in Y 3.952 kip Deviation: 0.00 % Sum of loads in Z -4.235 kip Sum of support forces in Z -4.235 kip Deviation: 0.00 % Resutant of reactions Resutant of reactions about X I 3.70 I kipft I PJ. center of gravity of rrodel (-8.587, -0.132, 76.470 in) Resutant of reactions about Y 4.49 kipft PJ. center of gravity of rrodel Resutant of reactions about Z -0.06 kipft /JJ. center of gravity of rrodel Maximum defonnations Maximum displacement in X-direction 0.034 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum displacement in Y-direction 0.027 in FE node No. 4: (-24.032, -0.496, 193.222 in) Maximum displacement in Z-direction 0.016 in FE node No. 14: (-31.852, 0.504, 165.218 in) Maximum vectorial displacement 0.035 in FE node No. 424: (-72.744, -89.203, 18.790 in) Maximum rotation about X-axis 1.76 0 Member No. 1, x: 0.800 in Maximum rotation about Y-axis 0.17 0 FE node No. 845: (-72.889, 86.017, 18.268 in) Maximum rotation about Z-axis 0.46 0 Member No. 5, x: 0.000 in Calculation statistic Nurmer of iterations 54 Maximum value of element of stiffness matrix on diagonal 8.52e+12 - Minimum value of element of stiffness matrix on diagonal 17283.30 - Stiffness matrix determinant 8.12e+48552 - Infinity Nonn 1.70e+13 - Static Analysis Settings No. 2 -Second-order (P-.t.) I Newtoo-Raphson 1100 I 1 Analysis type Second-order (P-.t.) Iterative method Newton-Raphson Maximum number of iterations 100 Nurmer of load increments 1 Modify loading by multi~ier factor □ Consider favorable effects due to tension forces of mermers ~ Method for Equation System Direct Plate bending theory Mindlin 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conmen! No. No. Px [kip] P, [kip] Pz [kip] Mx [kipft] M,. [kipft] Mx [kipft] Cor. Loading 37 ~LC1 -0.184 0.102 0.149 0.00 0.00 0.00 38 ~LC1 -0.036 0.025 0.025 0.00 0.00 0.00 39 ~LC1 0.010 -0.028 0.017 0.00 0.00 0.00 40 ~LC1 -0.012 -0.026 0.017 0.00 0.00 0.00 41 ~LC1 0.040 0.026 0.031 0.00 0.00 0.00 42 ~LC1 0.187 0.084 0.148 0.00 0.00 0.00 43 ~LC1 0.006 0.026 0.013 0.00 0.00 0.00 44 ~LC1 -0.043 -0.022 0.050 0.00 0.00 0.00 45 ~LC1 -0.183 -0.080 0.149 0.00 0.00 0.00 S -31 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 88 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Model alculations Dote 11/21/2025 Page Sheet 31/66 RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 46 IHI! LC1 0.182 -0.093 0.149 0.00 0.00 0.00 47 IHI! LC1 0.042 -0.024 0.047 0.00 0.00 0.00 48 IHI! LC1 -0.006 0.026 0.014 0.00 0.00 0.00 49 IHI! LC1 0.001 -0.059 0.021 0.00 0.00 0.00 50 IHI! LC1 -0.008 -0.104 0.041 0.00 0.00 0.00 51 IHI! LC1 -0.005 -0.130 0.061 0.00 0.00 0.00 52 IHI! LC1 0.010 -0.115 0.048 0.00 0.00 0.00 53 IHI! LC1 0.001 -0.061 0.023 0.00 0.00 0.00 54 IHI! LC1 0.092 0.105 0.080 0.00 0.00 0.00 55 IHI! LC1 0.026 -0.040 0.024 0.00 0.00 0.00 56 IHI! LC1 0.004 -0.038 0.018 0.00 0.00 0.00 57 IHI! LC1 -0.027 -0.039 0.021 0.00 0.00 0.00 58 IHI! LC1 -0.101 0.081 0.082 0.00 0.00 0.00 59 IHI! LC1 0.001 0.058 0.021 0.00 0.00 0.00 60 IHI! LC1 0.004 0.108 0.046 0.00 0.00 0.00 61 IHI! LC1 0.000 0.137 0.069 0.00 0.00 0.00 62 IHI! LC1 -0.005 0.108 0.046 0.00 0.00 0.00 63 IHI! LC1 -0.001 0.057 0.021 0.00 0.00 0.00 64 IHI! LC1 -0.095 -0.102 0.072 0.00 0.00 0.00 65 IHI! LC1 -0.031 0.031 0.036 0.00 0.00 0.00 66 IHI! LC1 -0.007 0.038 0.000 0.00 0.00 0.00 67 IHI! LC1 0.035 0.045 0.025 0.00 0.00 0.00 68 IHI! LC1 0.099 -0.094 0.082 0.00 0.00 0.00 Total max/rrin values with corresponding values 42 IHI! LC1 Px 0.187 I 0.084 0.148 0.00 0.00 0.00 37 -0.184 I 0.102 0.149 0.00 0.00 0.00 61 P, 0.000 0.137 I 0.069 0.00 0.00 0.00 51 -0.005 -0.130 I 0.061 0.00 0.00 0.00 46 P, 0.182 -0.093 0.149 I 0.00 0.00 0.00 66 -0.007 0.038 0.000 I 0.00 0.00 0.00 37 Mx -0.184 0.102 0.149 0.00 I 0.00 0.00 37 -0.184 0.102 0.149 0.00 I 0.00 0.00 37 My -0.184 0.102 0.149 0.00 0.00 I 0.00 37 -0.184 0.102 0.149 0.00 0.00 I 0.00 37 M, -0.184 0.102 0.149 0.00 0.00 0.00 I 37 -0.184 0.102 0.149 0.00 0.00 0.00 I Sum of loads and sum of support forces IHI! LC1 I I Px[kip] I Py [kip] I Pz[kip] I r 0.000 0.000 -7.059 Loads r 0.000 0.000 1.643 Support Forces 37 ll'!'.I LC2 0.472 0.346 1.834 0.00 0.00 0.00 38 11'!'.1 LC2 ■0.160 -0.283 0.906 0.00 0.00 0.00 39 11'!'.1 LC2 -0.181 0.098 0.205 0.00 0.00 0.00 40 11'!'.1 LC2 -0.024 -0.064 0.061 0.00 0.00 0.00 41 11'!'.1 LC2 -0.012 0.106 0.004 0.00 0.00 0.00 42 11'!'.1 LC2 0.229 0.384 0.235 0.00 0.00 0.00 43 11'!'.1 LC2 -0.156 -0.095 0.227 0.00 0.00 0.00 44 11'!'.1 LC2 0.200 0.196 0.795 0.00 0.00 0.00 45 11'!'.1 LC2 0.511 -0.332 2.045 0.00 0.00 0.00 46 11'!'.1 LC2 0.228 -0.400 0.234 0.00 0.00 0.00 47 11'!'.1 LC2 -0.007 -0.103 0.036 0.00 0.00 0.00 48 11'!'.1 LC2 -0.008 0.037 0.043 0.00 0.00 0.00 49 11'!'.1 LC2 0.226 0.080 0.012 0.00 0.00 0.00 50 11'!'.1 LC2 0.279 0.029 -0.015 0.00 0.00 0.00 51 11'!'.1 LC2 0.298 0.023 0.002 0.00 0.00 0.00 52 11'!'.1 LC2 0.264 0.012 0.000 0.00 0.00 0.00 53 11'!'.1 LC2 0.169 0.018 0.005 0.00 0.00 0.00 54 11'!'.1 LC2 0.566 0.160 0.134 0.00 0.00 0.00 55 11'!'.1 LC2 0.580 -0.038 0.083 0.00 0.00 0.00 56 11'!'.1 LC2 0.513 -0.066 0.284 0.00 0.00 0.00 57 11'!'.1 LC2 0.215 -0.263 0.794 0.00 0.00 0.00 58 11'!'.1 LC2 -0.479 -0.661 1.728 0.00 0.00 0.00 59 11'!'.1 LC2 0.171 -0.015 0.004 0.00 0.00 0.00 60 11'!'.1 LC2 0.238 0.006 0.005 0.00 0.00 0.00 61 11'!'.1 LC2 0.243 0.D18 0.D18 0.00 0.00 0.00 62 11'!'.1 LC2 0.227 0.017 0.010 0.00 0.00 0.00 63 11'!'.1 LC2 0.236 -0.065 0.007 0.00 0.00 0.00 64 11'!'.1 LC2 -0.409 0.618 1.m 0.00 0.00 0.00 65 11'!'.1 LC2 0.121 0.260 0.845 0.00 0.00 0.00 S-32 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 89 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 32/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 66 ll'!'.I LC2 C_0.512 0.080 0.302 0.00 0.00 0.00 67 11'!'.1 LC2 0.602 0.032 0.087 0.00 0.00 0.00 68 11'!'.1 LC2 0.576 -0.137 0.135 0.00 0.00 0.00 Total max/rrin values with corresponding values 67 11'!'.1 LC2 Px 0.602 I 0.032 0.087 0.00 0.00 0.00 58 -0.479 II -0.661 1.728 0.00 0.00 0.00 64 Py -0.409 o.618 I 1.m 0.00 0.00 0.00 58 -0.479 -0.661 I 1.728 0.00 0.00 0.00 45 P, 0.511 -0.332 2.045 11 0.00 0.00 0.00 50 0.279 0.029 -0.015 II 0.00 0.00 0.00 37 Mx 0.472 0.346 1.834 0.00 I 0.00 0.00 37 0.472 0.346 1.834 0.00 II 0.00 0.00 37 M,, 0.472 0.346 1.834 0.00 0.00 I 0.00 37 0.472 0.346 1.834 0.00 o.oo I 0.00 37 Mz 0.472 0.346 1.834 0.00 0.00 0.00 I 37 0.472 0.346 1.834 0.00 0.00 0.00 I Sum of loads and sum of support forces I 11'!'.1 LC2 I Px[kip] I Py [kip] I Pz[kip] I L 6.560 0.000 0.000 Loads L 6.560 0.000 12.843 Support Forces 37 11'!'.1 LC3 0.267 -0.416 2.270 0.00 0.00 0.00 38 11'!'.1 LC3 -0.583 0.751 0.938 0.00 0.00 0.00 39 11'!'.1 LC3 -1.142 2.637 1.009 0.00 0.00 0.00 40 11'!'.1 LC3 1.108 2.746 0.949 0.00 0.00 0.00 41 11'!'.1 LC3 0.528 0.758 0.753 0.00 0.00 0.00 42 11'!'.1 LC3 -0.294 -0.435 2.252 0.00 0.00 0.00 43 11'!'.1 LC3 0.236 1.701 2.567 0.00 0.00 0.00 44 11'!'.1 LC3 0.472 0.271 1.634 0.00 0.00 0.00 45 11'!'.1 LC3 0.044 -1.016 0.523 0.00 0.00 0.00 46 11'!'.1 LC3 -0.048 -1.071 0.508 0.00 0.00 0.00 47 11'!'.1 LC3 -0.472 0.256 1.623 0.00 0.00 0.00 48 11'!'.1 LC3 -0.235 1.693 2.555 0.00 0.00 0.00 49 11'!'.1 LC3 0.651 0.225 -0.008 0.00 0.00 0.00 50 11'!'.1 LC3 0.197 0.126 -0.037 0.00 0.00 0.00 51 11'!'.1 LC3 0.007 0.157 0.016 0.00 0.00 0.00 52 11'!'.1 LC3 -0.154 0.090 I -0.009 0.00 0.00 0.00 53 11'!'.1 LC3 -0.600 0.160 -0.040 0.00 0.00 0.00 54 11'!'.1 LC3 1.922 -0.913 2.198 0.00 0.00 0.00 55 11'!'.1 LC3 1.422 -0.112 0.733 0.00 0.00 0.00 56 11'!'.1 LC3 0.003 0.068 0.110 0.00 0.00 0.00 57 11'!'.1 LC3 -1.241 -0.130 0.705 0.00 0.00 0.00 58 11'!'.1 LC3 -2.092 -0.940 2.050 0.00 0.00 0.00 59 11'!'.1 LC3 0.432 1.178 1.068 0.00 0.00 0.00 60 11'!'.1 LC3 -0.406 0.540 0.313 0.00 0.00 0.00 61 11'!'.1 LC3 0.001 0.543 0.309 0.00 0.00 0.00 62 11'!'.1 LC3 0.408 0.541 0.313 0.00 0.00 0.00 63 11'!'.1 LC3 -0.435 1.182 1.072 0.00 0.00 0.00 64 11'!'.1 LC3 -0.230 -0.530 0.218 0.00 0.00 0.00 65 11'!'.1 LC3 -0.081 -0.100 0.251 0.00 0.00 0.00 66 11'!'.1 LC3 -0.039 -0.041 0.088 0.00 0.00 0.00 67 11'!'.1 LC3 0.095 -0.011 0.123 0.00 0.00 0.00 68 11'!'.1 LC3 0.260 -0.501 0.253 0.00 0.00 0.00 Total max/rrin values with corresponding values 54 11'!'.1 LC3 Px 1.922 11 -0.913 2.198 0.00 0.00 0.00 58 -2.092 II -0.940 2.050 0.00 0.00 0.00 40 Py 1.108 2.746 I 0.949 0.00 0.00 0.00 46 -0.048 -1.071 I 0.508 0.00 0.00 0.00 43 P, 0.236 1.701 2.567 II 0.00 0.00 0.00 53 -0.600 0.160 -0.040 II 0.00 0.00 0.00 37 Mx 0.267 -0.416 2.270 o.oo I 0.00 0.00 37 0.267 -0.416 2.270 o.oo I 0.00 0.00 37 M,, 0.267 -0.416 2.270 0.00 0.00 I 0.00 37 0.267 -0.416 2.270 0.00 0.00 ; 0.00 37 Mz 0.267 -0.416 2.270 0.00 0.00 0.00 I 37 0.267 -0.416 2.270 0.00 0.00 o.oo I L I Sum of loads and sum of support forces 11'!'.1 LC3 I I Px[kip] I 0.000 Py [kip] I 9.409 Pz[kip] I 0.000 Loads S-33 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 90 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 33/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] I Pv [kiD] I Pz [kip] M. [kipft] I M, [kipft] I Mz [kipft] Cor. Loadina L 0.000 9.409 27.307 Support Forces 37 IUI LC4 -0.027 -0.026 0.014 0.00 0.00 0.00 38 IUI LC4 -0.031 0.009 0.045 0.00 0.00 0.00 39 IUI LC4 -0.003 0.011 0.004 0.00 0.00 0.00 40 IUI LC4 0.004 0.012 0.003 0.00 0.00 0.00 41 IUI LC4 0.030 0.010 0.043 0.00 0.00 0.00 42 IUI LC4 0.027 -0.027 0.014 0.00 0.00 0.00 43 IUI LC4 -0.007 -0.016 0.006 0.00 0.00 0.00 44 IUI LC4 -0.035 -0.010 0.050 0.00 0.00 0.00 45 IUI LC4 -0.027 0.029 0.013 0.00 0.00 0.00 46 IUI LC4 0.028 0.026 0.014 0.00 0.00 0.00 47 IUI LC4 0.029 -0.007 0.041 0.00 0.00 0.00 48 IUI LC4 0.004 -0.011 0.004 0.00 0.00 0.00 49 IUI LC4 0.000 0.001 0.000 0.00 0.00 0.00 50 IUI LC4 0.000 0.000 0.000 0.00 0.00 0.00 51 IUI LC4 0.000 -0.001 0.001 0.00 0.00 0.00 52 IUI LC4 0.001 0.000 0.000 0.00 0.00 0.00 53 IUI LC4 0.000 0.001 0.000 0.00 0.00 0.00 54 IUI LC4 -0.004 I 0.002 0.003 0.00 0.00 0.00 55 IUI LC4 0.000 0.001 0.001 0.00 0.00 0.00 56 IUI LC4 0.000 I 0.000 0.000 0.00 0.00 0.00 57 IUI LC4 0.000 0.000 0.001 0.00 0.00 0.00 58 IUI LC4 0.003 I 0.002 0.003 0.00 0.00 0.00 59 IUI LC4 0.000 -0.001 0.000 0.00 0.00 0.00 60 IUI LC4 0.002 I 0.000 0.000 0.00 0.00 0.00 61 IUI LC4 0.001 0.000 0.000 0.00 0.00 0.00 62 IUI LC4 -0.001 0.001 0.001 0.00 0.00 0.00 63 IUI LC4 0.002 -0.001 0.000 0.00 0.00 0.00 64 IUI LC4 0.006 I 0.000 0.001 0.00 0.00 0.00 65 IUI LC4 0.001 0.000 0.001 0.00 0.00 0.00 66 IUI LC4 0.001 I 0.000 0.000 0.00 0.00 0.00 67 IUI LC4 0.001 0.000 0.001 0.00 0.00 0.00 68 IUI LC4 -0.004 -0.002 0.003 0.00 0.00 0.00 Total max/rrin values with corresponding values 41 IUI LC4 Px 0.030 = 0.010 0.043 0.00 0.00 0.00 44 -0.035 = -0.010 0.050 0.00 0.00 0.00 45 Py -0.027 0.029 = 0.013 0.00 0.00 0.00 42 0.027 -0.027 = 0.014 0.00 0.00 0.00 44 Pz -0.035 -0.010 o.050 I 0.00 0.00 0.00 59 0.000 -0.001 0.000 I 0.00 0.00 0.00 37 Mx -0.027 -0.026 0.014 0.00 = 0.00 0.00 37 -0.027 -0.026 0.014 0.00 = 0.00 0.00 37 My -0.027 -0.026 0.014 0.00 0.00 = 0.00 37 -0.027 -0.026 0.014 0.00 o.oo I 0.00 37 Mz -0.027 -0.026 0.014 0.00 0.00 0.00 I 37 -0.027 -0.026 0.014 0.00 0.00 0.00 I Sum of loads and sum of support forces I IUI LC4 I Px[kip] I Py [kip] I Pz[kip] I L 0.000 0.000 -0.800 Loads L 0.000 0.000 0.267 Support Forces 37 [Z3J DS1 Px 0.310 I -0.555 1.848 0.00 0.00 0.00 C018 -0.265 I 0.088 0.200 0.00 0.00 0.00 CO2 Py -0.257 0.143 I 0.208 0.00 0.00 0.00 C01 0.226 -0.607 I 1.540 0.00 0.00 0.00 C017 Pz 0.310 -0.555 1.848 I 0.00 0.00 0.00 C018 -0.265 0.088 0.200 I 0.00 0.00 0.00 CO2 Mx -0.257 0.143 0.208 0.00 I 0.00 0.00 C01 -0.257 0.143 0.208 0.00 I 0.00 0.00 C01 My -0.257 0.143 0.208 0.00 o.oo I 0.00 C01 -0.257 0.143 0.208 0.00 o.oo I 0.00 C01 Mz -0.257 0.143 0.208 0.00 0.00 0.00 I C01 -0.257 0.143 0.208 0.00 0.00 0.00 I C01 Extremes 0.310 0.143 1.848 0.00 0.00 0.00 37 -0.265 -0.607 0.200 0.00 0.00 0.00 38 I [2:3] DS1 I Px I 0.059 =:1 -0.124 I 0.296 I 0.00 I 0.00 I 0.00 I~ -0.870 I 1.226 1.046 0.00 0.00 0.00 Py -0.870 1.226 ■ 1.046 0.00 0.00 0.00 S-34 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 91 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Model Dote 11/21/2025 Page 34/66 Sheet RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 38 Py 0.059 --0.124 I 0.296 0.00 0.00 0.00 C07 Pz -0.870 1.226 1.046 ; 0.00 0.00 0.00 C06 -0.050 0.036 0.035 I 0.00 0.00 0.00 C01 Mx -0.050 0.036 0.035 o.oo I 0.00 0.00 C01 -0.050 0.036 0.035 o.oo II 0.00 0.00 C01 M, -0.050 0.036 0.035 0.00 0.00 II 0.00 C01 -0.050 0.036 0.035 0.00 o.oo I 0.00 C01 M, -0.050 0.036 0.035 0.00 0.00 0.00 I C01 -0.050 0.036 0.035 0.00 0.00 o.oo I C01 Extremes 0.059 1.226 1.046 0.00 0.00 0.00 38 -0.870 --0.124 0.035 0.00 0.00 0.00 39 ,z 3J DS1 Px 0.014 II --0.040 0.023 0.00 0.00 0.00 C01 -0.998 I 2.253 0.804 0.00 0.00 0.00 COB Py -0.998 2.253 II 0.804 0.00 0.00 0.00 COB 0.014 --0.040 I 0.023 0.00 0.00 0.00 C01 Pz -0.925 2.158 0.823 ; 0.00 0.00 0.00 C018 I 0.011 --0.022 o.008 I 0.00 0.00 0.00 CO2 Mx 0.014 --0.040 0.023 0.00 I 0.00 0.00 C01 0.014 --0.040 0.023 o.oo I 0.00 0.00 C01 M, 0.014 --0.040 0.023 0.00 0.00 II 0.00 C01 0.014 --0.040 0.023 0.00 0.00 I 0.00 C01 M, 0.014 --0.040 0.023 0.00 0.00 0.00 II C01 0.014 --0.040 0.023 0.00 0.00 o.oo I C01 Extremes 0.014 2.253 0.823 0.00 0.00 0.00 39 -0.998 --0.040 0.008 0.00 0.00 0.00 40 '23] DS1 Px 0.970 II 2.344 0.758 0.00 0.00 0.00 COB -0.035 I --0.085 0.063 0.00 0.00 0.00 C03 Py 0.970 2.344 I 0.758 0.00 0.00 0.00 COB -0.035 --0.085 I 0.063 0.00 0.00 0.00 C03 Pz 0.970 2.344 0.758 ; 0.00 0.00 0.00 COB ~0.012 --0.017 0.010 I 0.00 0.00 0.00 CO2 Mx -0.016 --0.036 0.023 0.00 II 0.00 0.00 C01 -0.016 --0.036 0.023 o.oo II 0.00 0.00 C01 M, -0.016 --0.036 0.023 0.00 0.00 II 0.00 C01 -0.016 --0.036 0.023 0.00 o.oo I 0.00 C01 M, -0.016 --0.036 0.023 0.00 0.00 0.00 II C01 -0.016 --0.036 0.023 0.00 0.00 0.00 I C01 Extremes 0.970 2.344 0.758 0.00 0.00 0.00 40 -0.035 --0.085 0.010 0.00 0.00 0.00 41 IZ3J DS1 Px 0.855 I 1.142 1.301 0.00 0.00 0.00 C017 0.025 I 0.097 0.025 0.00 0.00 0.00 C07 Py 0.819 1.221 I 0.879 0.00 0.00 0.00 C06 0.056 o.037 11 0.043 0.00 0.00 0.00 C01 Pz 0.855 1.142 1.301 I 0.00 0.00 0.00 C017 0.025 0.097 o.025 I 0.00 0.00 0.00 C07 Mx 0.056 0.037 0.043 0.00 I 0.00 0.00 C01 0.056 0.037 0.043 0.00 I 0.00 0.00 C01 M, 0.056 0.037 0.043 0.00 o.oo I 0.00 C01 0.056 0.037 0.043 0.00 o.oo I 0.00 C01 M, 0.056 0.037 0.043 0.00 0.00 0.00 I C01 0.056 0.037 0.043 0.00 0.00 0.00 II C01 Extremes 0.855 1.221 1.301 0.00 0.00 0.00 41 0.025 0.037 0.025 0.00 0.00 0.00 42 IZ3J DS1 Px 0.485 I 0.316 0.421 0.00 0.00 0.00 C05 -0.104 I --0.485 1.539 0.00 0.00 0.00 COB Py 0.399 0.354 I 0.367 0.00 0.00 0.00 C07 -0.022 --0.530 = 1.236 0.00 0.00 0.00 C06 Pz -0.104 --0.485 1.539 I 0.00 0.00 0.00 COB 0.288 --0.037 o.066 I 0.00 0.00 0.00 C017 Mx 0.262 0.118 0.207 0.00 I 0.00 0.00 C01 0.262 0.118 0.207 0.00 I 0.00 0.00 C01 M, 0.262 0.118 0.207 0.00 0.00 I 0.00 C01 0.262 0.118 0.207 0.00 o.oo I 0.00 C01 M, 0.262 0.118 0.207 0.00 0.00 0.00 I C01 0.262 0.118 0.207 0.00 0.00 o.oo I C01 Extremes 0.485 0.354 1.539 0.00 0.00 0.00 42 -0.104 --0.530 0.066 0.00 0.00 0.00 S-35 www.dlubal.com RFEM 6.12.0004 • General JD structures solved using FEM e April 14, 2026 Item #6 Page 92 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 35/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 43 ~~J DS1 Px 0.217 I 1.590 2.379 0.00 0.00 0.00 COB -0.223 I -0.461 0.200 0.00 0.00 0.00 C05 Py 0.217 1.590 I 2.379 0.00 0.00 0.00 COB -0.223 -0.461 I 0.200 0.00 0.00 0.00 C05 Pz 0.217 1.590 2.379 I 0.00 0.00 0.00 COB -0.001 0.009 0.004 I 0.00 0.00 0.00 CO2 Mx 10.008 0.036 0.018 o.oo I 0.00 0.00 C01 0.008 0.036 0.018 o.oo I 0.00 0.00 C01 M, 10.008 0.036 0.D18 0.00 0.00 I 0.00 C01 0.008 0.036 0.018 0.00 0.00 I 0.00 C01 M, 10.008 0.036 0.018 0.00 0.00 0.00 I C01 0.008 0.036 0.D18 0.00 0.00 0.00 I C01 Extremes 0.217 1.590 2.379 0.00 0.00 0.00 43 -0.223 -0.461 0.004 0.00 0.00 0.00 44 [23J DS1 Px 0.440 I 0.234 1.440 0.00 0.00 0.00 COB -0.109 I -0.037 0.159 0.00 0.00 0.00 CO2 Py 0.403 o.237 I 1.292 0.00 0.00 0.00 C06 -0.109 -0.037 I 0.159 0.00 0.00 0.00 CO2 Pz 0.440 0.234 1.440 I 0.00 0.00 0.00 COB -0.061 -0.031 0.070 I 0.00 0.00 0.00 C01 Mx -0.061 -0.031 0.070 0.00 I 0.00 0.00 C01 -0.061 -0.031 0.070 0.00 I 0.00 0.00 C01 M, -0.061 -0.031 0.070 0.00 0.00 I 0.00 C01 -0.061 -0.031 0.070 0.00 o.oo I 0.00 C01 M, -0.061 -0.031 0.070 0.00 0.00 0.00 ; C01 -0.061 -0.031 0.070 0.00 0.00 0.00 I C01 Extremes 0.440 0.237 1.440 0.00 0.00 0.00 44 -0.109 -0.037 0.070 0.00 0.00 0.00 45 [23] DS1 Px 0.288 I 0.102 0.971 0.00 0.00 0.00 C07 -0.262 I -0.055 0.198 0.00 0.00 0.00 CO2 Py 0.186 0.347 I 0.540 0.00 0.00 0.00 C05 -0.060 -0.922 = 0.342 0.00 0.00 0.00 COB Pz 0.288 0.102 0.971 I 0.00 0.00 0.00 C07 -0.262 -0.055 0.198 I 0.00 0.00 0.00 CO2 Mx -0.256 -0.112 0.208 o.oo I 0.00 0.00 C01 -0.256 -0.112 0.208 0.00 I 0.00 0.00 C01 M, -0.256 -0.112 0.208 0.00 0.00 I 0.00 C01 -0.256 -0.112 0.208 0.00 0.00 I 0.00 C01 M, -0.256 -0.112 0.208 0.00 0.00 0.00 ; C01 -0.256 -0.112 0.208 0.00 0.00 o.oo I C01 Extremes 0.288 0.347 0.971 0.00 0.00 0.00 45 -0.262 -0.922 0.198 0.00 0.00 0.00 46 [23J DS1 Px 0.476 I -0.351 0.416 0.00 0.00 0.00 C05 0.057 I -0.994 0.295 0.00 0.00 0.00 COB Py 0.264 -0.074 I 0.201 0.00 0.00 0.00 CO2 0.057 -0.994 = 0.295 0.00 0.00 0.00 COB Pz 0.476 -0.351 0.416 I 0.00 0.00 0.00 C05 0.264 -0.074 0.201 I 0.00 0.00 0.00 CO2 Mx 0.256 -0.130 0.209 o.oo I 0.00 0.00 C01 0.256 -0.130 0.209 o.oo I 0.00 0.00 C01 M, 0.256 -0.130 0.209 0.00 0.00 I 0.00 C01 0.256 -0.130 0.209 0.00 0.00 I 0.00 C01 M, 0.256 -0.130 0.209 0.00 0.00 0.00 ; C01 0.256 -0.130 0.209 0.00 0.00 o.oo I C01 Extremes 0.476 -0.074 0.416 0.00 0.00 0.00 46 0.057 -0.994 0.201 0.00 0.00 0.00 47 ,23J DS1 Px 0.097 I -0.036 0.143 0.00 0.00 0.00 CO2 -0.442 I 0.217 1.432 0.00 0.00 0.00 COB Py -0.442 0.217 I 1.432 0.00 0.00 0.00 COB 0.034 -0.096 I 0.074 0.00 0.00 0.00 C07 Pz -0.442 0.217 1.432 I 0.00 0.00 0.00 COB 0.059 -0.034 0.066 I 0.00 0.00 0.00 C01 Mx 0.059 -0.034 0.066 o.oo I 0.00 0.00 C01 0.059 -0.034 0.066 o.oo I 0.00 0.00 C01 M, 0.059 -0.034 0.066 0.00 0.00 I 0.00 C01 0.059 -0.034 0.066 0.00 o.oo I 0.00 C01 M, 0.059 -0.034 0.066 0.00 0.00 0.00 I C01 S-36 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 93 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page Sheet Model 36/66 RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 47 M, 0.059 --0.034 0.066 0.00 0.00 o.oo I C01 Extremes 0.097 0.217 1.432 0.00 0.00 0.00 47 -0.442 --0.096 0.066 0.00 0.00 0.00 48 !23] DS1 Px -0.004 II 0.018 0.007 0.00 0.00 0.00 CO2 -0.216 I 1.584 2.370 0.00 0.00 0.00 C08 Py -0.216 1.584 I 2.370 0.00 0.00 0.00 C08 ~0.004 0.018 I 0.007 0.00 0.00 0.00 CO2 Pz -0.216 1.584 2.370 II 0.00 0.00 0.00 C08 ~0.004 0.018 0.007 II 0.00 0.00 0.00 CO2 M. -0.009 0.037 0.019 0.00 I 0.00 0.00 C01 ~0.009 0.037 0.019 0.00 I 0.00 0.00 C01 M,, -0.009 0.037 0.019 0.00 0.00 I 0.00 C01 ~0.009 0.037 0.019 0.00 o.oo I 0.00 C01 M, -0.009 0.037 0.019 0.00 0.00 0.00 II C01 ~0.009 0.037 0.019 0.00 0.00 0.00 I C01 Extremes -0.004 1.584 2.370 0.00 0.00 0.00 48 -0.216 0.018 0.007 0.00 0.00 0.00 49 ,23] DS1 Px 0.605 II 0.089 -0.006 0.00 0.00 0.00 C018 10.002 II --0.083 0.029 0.00 0.00 0.00 C01 Py 0.554 0.142 I -0.003 0.00 0.00 0.00 C08 10.002 --0.083 I 0.029 0.00 0.00 0.00 C01 Pz 0.002 --0.083 0.029 II 0.00 0.00 0.00 C01 0.566 0.052 -0.010 I 0.00 0.00 0.00 C017 M. 0.002 --0.083 0.029 0.00 II 0.00 0.00 C01 10.002 --0.083 0.029 0.00 I 0.00 0.00 C01 M,, 0.002 --0.083 0.029 0.00 0.00 I 0.00 C01 10.002 --0.083 0.029 0.00 o.oo I 0.00 C01 M, 0.002 --0.083 0.029 0.00 0.00 0.00 II C01 10.002 --0.083 0.029 0.00 0.00 o.oo I C01 Extremes 0.605 0.142 0.029 0.00 0.00 0.00 49 10.002 --0.083 -0.010 0.00 0.00 0.00 50 ,23J DS1 Px 0.269 II --0.029 0.001 0.00 0.00 0.00 C018 ~0.012 I --0.146 0.058 0.00 0.00 0.00 C01 Py 0.133 0.003 I -0.026 0.00 0.00 0.00 C08 ~0.012 --0.146 I 0.058 0.00 0.00 0.00 C01 Pz 0.217 --0.135 0.061 II 0.00 0.00 0.00 C05 0.133 I 0.003 -0.026 I 0.00 0.00 0.00 C08 M. -0.012 --0.146 0.058 0.00 I 0.00 0.00 C01 ~0.012 --0.146 0.058 o.oo I 0.00 0.00 C01 M,, -0.012 --0.146 0.058 0.00 0.00 I 0.00 C01 ~0.012 --0.146 0.058 0.00 0.00 I 0.00 C01 M, -0.012 --0.146 0.058 0.00 0.00 0.00 II C01 ~0.012 --0.146 0.058 0.00 0.00 o.oo I C01 Extremes 0.269 0.003 0.061 0.00 0.00 0.00 50 ~0.012 --0.146 -0.026 0.00 0.00 0.00 51 123] DS1 Px 0.265 II --0.107 0.049 0.00 0.00 0.00 C07 ~o.006 I --0.183 0.086 0.00 0.00 0.00 C01 Py 0.010 0.005 I 0.026 0.00 0.00 0.00 C08 ~0.006 --0.183 I 0.086 0.00 0.00 0.00 C01 Pz -0.006 --0.183 0.086 II 0.00 0.00 0.00 C01 I0.008 --0.057 o.003 I 0.00 0.00 0.00 C06 M. -0.006 --0.183 0.086 o.oo I 0.00 0.00 C01 ~0.006 --0.183 0.086 o.oo I 0.00 0.00 C01 M,, -0.006 --0.183 0.086 0.00 0.00 I 0.00 C01 ~0.006 --0.183 0.086 0.00 o.oo I 0.00 C01 M, -0.006 --0.183 0.086 0.00 0.00 0.00 I C01 ~0.006 --0.183 0.086 0.00 0.00 0.00 I C01 Extremes 0.265 0.005 0.086 0.00 0.00 0.00 51 ~0.006 --0.183 0.003 0.00 0.00 0.00 52 123] DS1 Px 0.261 II --0.133 0.052 0.00 0.00 0.00 C03 -o.098 I --0.034 0.005 0.00 0.00 0.00 C08 Py -0.098 --0.034 ; 0.005 0.00 0.00 0.00 C08 0.014 --0.161 I 0.068 0.00 0.00 0.00 C01 Pz 0.014 --0.161 0.068 II 0.00 0.00 0.00 C01 -0.098 --0.034 o.oos I 0.00 0.00 0.00 C08 M. 0.014 --0.161 0.068 0.00 I 0.00 0.00 C01 S-37 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 94 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 37/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 52 Mx 0.014 --0.161 0.068 o.oo 11 0.00 0.00 C01 M, 0.014 --0.161 0.068 0.00 0.00 ; 0.00 C01 0.014 --0.161 0.068 0.00 0.00 I 0.00 C01 Mx 0.014 --0.161 0.068 0.00 0.00 0.00 I C01 0.014 --0.161 0.068 0.00 0.00 o.oo I C01 Extremes 0.261 --0.034 0.068 0.00 0.00 0.00 52 -0.098 --0.161 0.005 0.00 0.00 0.00 53 [Z3J DS1 Px 0.166 I --0.041 0.012 0.00 0.00 0.00 C07 -0.507 I 0.083 -0.038 0.00 0.00 0.00 C08 Py -0.507 0.083 ; -0.038 0.00 0.00 0.00 C08 10.002 --0.085 I 0.032 0.00 0.00 0.00 C01 Pz 0.002 --0.085 0.032 ; 0.00 0.00 0.00 C01 -0.507 0.083 -0.038 11 0.00 0.00 0.00 C08 Mx 0.002 --0.085 0.032 0.00 ; 0.00 0.00 C01 10.002 --0.085 0.032 0.00 I 0.00 0.00 C01 M, 0.002 --0.085 0.032 0.00 0.00 ; 0.00 C01 10.002 --0.085 0.032 0.00 o.oo I 0.00 C01 Mz 0.002 --0.085 0.032 0.00 0.00 0.00 I C01 10.002 --0.085 0.032 0.00 0.00 o.oo I C01 Extremes 0.166 0.083 0.032 0.00 0.00 0.00 53 -0.507 --0.085 -0.038 0.00 0.00 0.00 54 [Z3J DS1 Px 1.575 I --0.657 1.540 0.00 0.00 0.00 C08 o.1os 11 0.130 0.100 0.00 0.00 0.00 CO2 Py 0.489 0.355 ; 0.251 0.00 0.00 0.00 cos 1.575 --0.657 I 1.540 0.00 0.00 0.00 C08 Pz 1.575 --0.657 1.540 11 0.00 0.00 0.00 C08 0.105 0.130 0.100 11 0.00 0.00 0.00 CO2 Mx 0.128 0.147 0.112 o.oo I 0.00 0.00 C01 0.128 0.147 0.112 o.oo 11 0.00 0.00 C01 M, 0.128 0.147 0.112 0.00 o.oo I 0.00 C01 0.128 0.147 0.112 0.00 0.00 I 0.00 C01 Mz 0.128 0.147 0.112 0.00 0.00 0.00 I C01 0.128 0.147 0.112 0.00 0.00 o.oo I C01 Extremes 1.575 0.355 1.540 0.00 0.00 0.00 54 0.105 --0.657 0.100 0.00 0.00 0.00 55 [Z3J DS1 Px 1.285 ; --0.032 0.381 0.00 0.00 0.00 C08 o.032 I --0.048 0.026 0.00 0.00 0.00 CO2 Py 1.025 0.212 I 0.050 0.00 0.00 0.00 C017 0.437 --0.068 I 0.048 0.00 0.00 0.00 C03 Pz 1.285 --0.032 0.381 I 0.00 0.00 0.00 C08 1.123 0.145 -0.002 11 0.00 0.00 0.00 C018 Mx 0.037 --0.056 0.030 0.00 I 0.00 0.00 C01 0.037 --0.056 0.030 o.oo I 0.00 0.00 C01 M, 0.037 --0.056 0.030 0.00 o.oo I 0.00 C01 0.037 --0.056 0.030 0.00 o.oo I 0.00 C01 Mz 0.037 --0.056 0.030 0.00 0.00 0.00 I C01 0.037 --0.056 0.030 0.00 0.00 0.00 I C01 Extremes 1.285 0.272 0.381 0.00 0.00 0.00 55 0.032 --0.068 -0.002 0.00 0.00 0.00 56 [Z3J DS1 Px o.488 I 0.105 -0.056 0.00 0.00 0.00 C017 ~0.005 I 0.168 -0.061 0.00 0.00 0.00 C06 Py -0.005 0.168 I -0.061 0.00 0.00 0.00 C06 0.358 --0.011 I 0.113 0.00 0.00 0.00 C03 Pz 0.396 --0.070 0.155 I 0.00 0.00 0.00 C07 ~0.003 0.088 -0.098 I 0.00 0.00 0.00 C08 Mx 0.006 --0.053 0.025 0.00 ; 0.00 0.00 C01 10.006 --0.053 0.025 0.00 I 0.00 0.00 C01 M, 0.006 --0.053 0.025 0.00 o.oo I 0.00 C01 10.006 --0.053 0.025 0.00 o.oo I 0.00 C01 Mz 0.006 --0.053 0.025 0.00 0.00 0.00 I C01 10.006 --0.053 0.025 0.00 0.00 0.00 I C01 Extremes 0.488 0.168 0.155 0.00 0.00 0.00 56 ~0.005 --0.071 -0.098 0.00 0.00 0.00 57 I [Z3J DS1 I Px I 0.227 =:1 --0.124 I 0.294 I 0.00 I 0.00 I 0.00 I~ -1.142 I --0.047 0.367 0.00 0.00 0.00 Py -1 .024 --0.016 ■ 0.245 0.00 0.00 0.00 S-38 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 95 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 38/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 57 Py -0.480 --0.168 I 0.617 0.00 0.00 0.00 C018 Pz -0.480 --0.168 0.617 ; 0.00 0.00 0.00 C018 -0.033 --0.047 0.026 I 0.00 0.00 0.00 CO2 Mx -0.038 --0.055 0.030 o.oo I 0.00 0.00 C01 -0.038 --0.055 0.030 o.oo II 0.00 0.00 C01 M, -0.038 --0.055 0.030 0.00 0.00 II 0.00 C01 -0.038 --0.055 0.030 0.00 o.oo I 0.00 C01 M, -0.038 --0.055 0.030 0.00 0.00 0.00 I C01 -0.038 --0.055 0.030 0.00 0.00 o.oo I C01 Extremes 0.227 --0.016 0.617 0.00 0.00 0.00 57 -1.142 --0.168 0.026 0.00 0.00 0.00 58 ,z 3J DS1 Px o.173 II --0.198 0.583 0.00 0.00 0.00 cos -1 .695 I --0.672 1.424 0.00 0.00 0.00 COB Py -0.141 0.113 II 0.114 0.00 0.00 0.00 C01 -1 .228 --0.793 I 1.820 0.00 0.00 0.00 C018 Pz -1.228 --0.793 1.820 ; 0.00 0.00 0.00 C018 -0.116 0.100 0.102 I 0.00 0.00 0.00 CO2 Mx -0.141 0.113 0.114 0.00 I 0.00 0.00 C01 -0.141 0.113 0.114 o.oo I 0.00 0.00 C01 M, -0.141 0.113 0.114 0.00 0.00 II 0.00 C01 -0.141 0.113 0.114 0.00 0.00 I 0.00 C01 M, -0.141 0.113 0.114 0.00 0.00 0.00 II C01 -0.141 0.113 0.114 0.00 0.00 o.oo I C01 Extremes 0.173 0.113 1.820 0.00 0.00 0.00 58 -1.695 --0.793 0.102 0.00 0.00 0.00 59 '23] DS1 Px 0.362 II 1.162 1.021 0.00 0.00 0.00 COB I 0.001 I 0.066 0.023 0.00 0.00 0.00 CO2 Py 0.362 1.162 I 1.021 0.00 0.00 0.00 COB 0.171 o.043 I 0.016 0.00 0.00 0.00 C07 Pz 0.362 1.162 1.021 ; 0.00 0.00 0.00 COB 0.171 0.043 0.016 I 0.00 0.00 0.00 C07 Mx 0.002 0.081 0.029 0.00 II 0.00 0.00 C01 10.002 0.081 0.029 o.oo II 0.00 0.00 C01 M, 0.002 0.081 0.029 0.00 0.00 II 0.00 C01 10.002 0.081 0.029 0.00 o.oo I 0.00 C01 M, 0.002 0.081 0.029 0.00 0.00 0.00 II C01 10.002 0.081 0.029 0.00 0.00 0.00 I C01 Extremes 0.362 1.162 1.021 0.00 0.00 0.00 59 10.001 0.043 0.016 0.00 0.00 0.00 60 IZ3J DS1 Px 0.232 I 0.138 0.062 0.00 0.00 0.00 cos -0.403 I 0.627 0.351 0.00 0.00 0.00 COB Py -0.402 0.653 I 0.361 0.00 0.00 0.00 C04 0.229 0.105 11 0.047 0.00 0.00 0.00 C07 Pz -0.402 0.653 0.361 I 0.00 0.00 0.00 C04 0.229 0.105 o.047 I 0.00 0.00 0.00 C07 Mx 0.006 0.151 0.064 0.00 I 0.00 0.00 C01 10.006 0.151 0.064 0.00 I 0.00 0.00 C01 M, 0.006 0.151 0.064 0.00 o.oo I 0.00 C01 10.006 0.151 0.064 0.00 o.oo I 0.00 C01 M, 0.006 0.151 0.064 0.00 0.00 0.00 I C01 10.006 0.151 0.064 0.00 0.00 0.00 II C01 Extremes 0.232 0.653 0.361 0.00 0.00 0.00 60 -0.403 0.105 0.047 0.00 0.00 0.00 61 IZ3J DS1 Px 0.225 I 0.153 0.089 0.00 0.00 0.00 C07 10.000 I 0.700 0.395 0.00 0.00 0.00 C06 Py 0.001 0.702 I 0.395 0.00 0.00 0.00 C04 0.225 0.153 I 0.089 0.00 0.00 0.00 C07 Pz 0.001 0.702 o.395 I 0.00 0.00 0.00 C04 10.001 0.162 o.082 I 0.00 0.00 0.00 CO2 Mx 0.000 0.191 0.096 0.00 I 0.00 0.00 C01 10.000 0.191 0.096 0.00 I 0.00 0.00 C01 M, 0.000 0.191 0.096 0.00 0.00 I 0.00 C01 10.000 0.191 0.096 0.00 o.oo I 0.00 C01 M, 0.000 0.191 0.096 0.00 0.00 0.00 I C01 10.000 0.191 0.096 0.00 0.00 o.oo I C01 Extremes 0.225 0.702 0.395 0.00 0.00 0.00 61 10.000 0.153 0.082 0.00 0.00 0.00 S-39 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 96 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page Sheet Model 39/66 RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 62 ~~J DS1 Px 0.418 I 0.479 0.268 0.00 0.00 0.00 C018 -0.006 I 0.151 0.064 0.00 0.00 0.00 C01 Py 0.403 0.654 I 0.362 0.00 0.00 0.00 C04 0.215 0.120 I 0.056 0.00 0.00 0.00 C07 Pz 0.403 0.654 0.362 I 0.00 0.00 0.00 C04 -0.006 0.130 0.056 I 0.00 0.00 0.00 CO2 Mx ~0.006 0.151 0.064 o.oo I 0.00 0.00 C01 -0.006 0.151 0.064 o.oo I 0.00 0.00 C01 M, ~0.006 0.151 0.064 0.00 0.00 I 0.00 C01 -0.006 0.151 0.064 0.00 0.00 I 0.00 C01 M, ~0.006 0.151 0.064 0.00 0.00 0.00 I C01 -0.006 0.151 0.064 0.00 0.00 0.00 I C01 Extremes 0.418 0.654 0.362 0.00 0.00 0.00 62 -0.006 0.120 0.056 0.00 0.00 0.00 63 [23J DS1 Px 0.260 I 0.067 0.029 0.00 0.00 0.00 C05 -0.364 I 1.165 1.024 0.00 0.00 0.00 COB Py -0.364 1.165 I 1.024 0.00 0.00 0.00 COB 0.247 o.036 I 0.014 0.00 0.00 0.00 C07 Pz -0.364 1.165 1.024 I 0.00 0.00 0.00 COB 0.247 0.036 0.014 I 0.00 0.00 0.00 C07 Mx -0.001 0.081 0.029 0.00 I 0.00 0.00 C01 ~0.001 0.081 0.029 0.00 I 0.00 0.00 C01 M, -0.001 0.081 0.029 0.00 0.00 I 0.00 C01 ~0.001 0.081 0.029 0.00 o.oo I 0.00 C01 M, -0.001 0.081 0.029 0.00 0.00 0.00 ; C01 ~0.001 0.081 0.029 0.00 0.00 0.00 I C01 Extremes 0.260 1.165 1.024 0.00 0.00 0.00 63 -0.364 0.036 0.014 0.00 0.00 0.00 64 [23] DS1 Px 0.156 I 0.186 0.591 0.00 0.00 0.00 C05 -0.354 I -0.639 0.236 0.00 0.00 0.00 C06 Py -0.016 0.309 I 0.923 0.00 0.00 0.00 C07 -0.353 -0.641 I 0.239 0.00 0.00 0.00 C04 Pz -0.016 0.309 0.923 I 0.00 0.00 0.00 C07 -0.104 -0.123 0.088 I 0.00 0.00 0.00 CO2 Mx -0.133 -0.143 0.101 o.oo I 0.00 0.00 C01 -0.133 -0.143 0.101 0.00 I 0.00 0.00 C01 M, -0.133 -0.143 0.101 0.00 0.00 I 0.00 C01 -0.133 -0.143 0.101 0.00 0.00 I 0.00 C01 M, -0.133 -0.143 0.101 0.00 0.00 0.00 ; C01 -0.133 -0.143 0.101 0.00 0.00 o.oo I C01 Extremes 0.156 0.309 0.923 0.00 0.00 0.00 64 -0.354 -0.641 0.088 0.00 0.00 0.00 65 [23J DS1 Px 0.186 I 0.133 0.309 0.00 0.00 0.00 C05 -0.144 I -0.070 0.285 0.00 0.00 0.00 C04 Py 0.167 0.111 I 0.462 0.00 0.00 0.00 C07 -0.130 -0.078 I 0.278 0.00 0.00 0.00 COB Pz 0.167 0.171 0.462 I 0.00 0.00 0.00 C07 -0.037 0.036 0.044 I 0.00 0.00 0.00 CO2 Mx -0.044 0.043 0.050 o.oo I 0.00 0.00 C01 -0.044 0.043 0.050 o.oo I 0.00 0.00 C01 M, -0.044 0.043 0.050 0.00 0.00 I 0.00 C01 -0.044 0.043 0.050 0.00 0.00 I 0.00 C01 M, -0.044 0.043 0.050 0.00 0.00 0.00 ; C01 -0.044 0.043 0.050 0.00 0.00 o.oo I C01 Extremes 0.186 0.171 0.462 0.00 0.00 0.00 65 -0.144 -0.078 0.044 0.00 0.00 0.00 66 ,23J DS1 Px 0.400 ; 0.072 0.137 0.00 0.00 0.00 C07 -0.057 I 0.028 0.061 0.00 0.00 0.00 C04 Py 0.400 0.012 I 0.137 0.00 0.00 0.00 C07 0.255 I -0.001 I 0.055 0.00 0.00 0.00 C018 Pz 0.400 0.072 0.137 I 0.00 0.00 0.00 C07 ~0.008 0.045 -0.001 I 0.00 0.00 0.00 CO2 Mx -0.010 0.053 0.000 o.oo I 0.00 0.00 C01 ~0.010 0.053 0.000 o.oo I 0.00 0.00 C01 M, -0.010 0.053 0.000 0.00 0.00 I 0.00 C01 ~0.010 0.053 0.000 0.00 o.oo I 0.00 C01 M, -0.010 0.053 0.000 0.00 0.00 0.00 I C01 S-40 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 97 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Model Dote 11/21/2025 Page 40/66 Sheet RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 66 M, ~0.010 0.053 0.000 0.00 0.00 o.oo I C01 Extremes 0.400 0.072 0.137 0.00 0.00 0.00 66 -0.057 I -0.001 -0.001 0.00 0.00 0.00 67 !23] DS1 Px 0.502 II 0.063 0.062 0.00 0.00 0.00 C07 o.043 I 0.054 0.030 0.00 0.00 0.00 CO2 Py 0.471 o.073 I 0.056 0.00 0.00 0.00 C03 0.364 I -0.001 I 0.127 0.00 0.00 0.00 C018 Pz 0.364 -0.001 0.127 II 0.00 0.00 0.00 C018 0.043 0.054 0.030 II 0.00 0.00 0.00 CO2 M. 0.049 0.063 0.034 0.00 I 0.00 0.00 C01 0.049 0.063 0.034 0.00 I 0.00 0.00 C01 M,, 0.049 0.063 0.034 0.00 0.00 I 0.00 C01 0.049 0.063 0.034 0.00 o.oo I 0.00 C01 M, 0.049 0.063 0.034 0.00 0.00 0.00 II C01 0.049 0.063 0.034 0.00 0.00 0.00 I C01 Extremes 0.502 0.073 0.127 0.00 0.00 0.00 67 0.043 I -0.001 0.030 0.00 0.00 0.00 68 ,z 3J DS1 Px 0.556 II -0.607 0.376 0.00 0.00 0.00 C017 0.114 II -0.117 0.103 0.00 0.00 0.00 CO2 Py 0.114 -0.117 I 0.103 0.00 0.00 0.00 CO2 0.397 -0.608 = 0.288 0.00 0.00 0.00 C04 Pz 0.556 -0.607 0.376 II 0.00 0.00 0.00 C017 0.114 -0.117 0.103 I 0.00 0.00 0.00 CO2 M. 0.139 -0.131 0.115 0.00 II 0.00 0.00 C01 0.139 -0.131 0.115 0.00 I 0.00 0.00 C01 M,, 0.139 -0.131 0.115 0.00 0.00 I 0.00 C01 0.139 -0.131 0.115 0.00 o.oo I 0.00 C01 M, 0.139 -0.131 0.115 0.00 0.00 0.00 II C01 0.139 -0.131 0.115 0.00 0.00 o.oo I C01 Extremes 0.556 -0.117 0.376 0.00 0.00 0.00 68 0.114 -0.608 0.103 0.00 0.00 0.00 Total max/rrin values with corresponding values 54 23 DS1 Px 1.575 II -0.657 1.540 0.00 0.00 0.00 C08 58 -1.695 I -0.672 1.424 0.00 0.00 0.00 C08 40 Py 0.970 2.344 I 0.758 0.00 0.00 0.00 C08 46 0.057 -0.994 = 0.295 0.00 0.00 0.00 C08 43 Pz 0.217 1.590 2.379 I 0.00 0.00 0.00 C08 56 -0.003 0.088 -0.098 I 0.00 0.00 0.00 C08 37 M. -0.265 0.088 0.200 0.00 I 0.00 0.00 C01 37 -0.265 0.088 0.200 0.00 I 0.00 0.00 C01 37 M,, -0.265 0.088 0.200 0.00 0.00 I 0.00 C01 37 -0.265 0.088 0.200 0.00 o.oo I 0.00 C01 37 M, -0.265 0.088 0.200 0.00 0.00 0.00 I C01 37 -0.265 0.088 0.200 0.00 0.00 0.00 I C01 37 ~DS2 Px 0.170 I -0.320 1.032 0.00 0.00 0.00 C020 -0.212 I 0.082 0.162 0.00 0.00 0.00 C010 Py -0.184 0.102 I 0.149 0.00 0.00 0.00 C09 0.090 -o.332 I 0.710 0.00 0.00 0.00 C019 Pz 0.170 -0.320 1.032 II 0.00 0.00 0.00 C020 -0.050 -0.131 -0.025 I 0.00 0.00 0.00 C013 M. -0.184 0.102 0.149 0.00 I 0.00 0.00 C09 -0.184 0.102 0.149 o.oo I 0.00 0.00 C09 M,, -0.184 0.102 0.149 0.00 0.00 I 0.00 C09 -0.184 0.102 0.149 0.00 o.oo I 0.00 C09 M, -0.184 0.102 0.149 0.00 0.00 o.oo I C09 -0.184 0.102 0.149 0.00 0.00 0.00 I C09 Extremes 0.170 0.102 1.032 0.00 0.00 0.00 37 -0.212 -0.332 -0.025 0.00 0.00 0.00 38 ~DS2 Px 0.029 I -0.058 0.146 0.00 0.00 0.00 C015 -0.537 I 0.792 0.611 0.00 0.00 0.00 C012 Py -0.537 0.792 I 0.611 0.00 0.00 0.00 C012 0.029 -o.058 I 0.146 0.00 0.00 0.00 C015 Pz -0.469 0.662 0.708 II 0.00 0.00 0.00 C014 -0.036 0.025 0.025 I 0.00 0.00 0.00 C09 M. -0.036 0.025 0.025 o.oo I 0.00 0.00 C09 -0.036 0.025 0.025 0.00 I 0.00 0.00 C09 S -41 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 98 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 41/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 38 My -0.036 0.025 0.025 0.00 0.00 = 0.00 C09 -0.036 0.025 0.025 0.00 0.00 = 0.00 C09 M, -0.036 0.025 0.025 0.00 0.00 0.00 = C09 -0.036 0.025 0.025 0.00 0.00 o.oo I C09 Extremes 0.029 0.792 0.708 0.00 0.00 0.00 38 -0.537 -0.058 0.025 0.00 0.00 0.00 39 ~DS2 Px 0.010 = -0.028 0.017 0.00 0.00 0.00 C09 -0.579 11 1.301 0.461 0.00 0.00 0.00 C016 Py -0.579 1.301 = 0.461 0.00 0.00 0.00 C016 0.010 -0.028 = 0.017 0.00 0.00 0.00 C09 Pz -0.531 1.234 0.466 II 0.00 0.00 0.00 C020 0.010 -0.020 0.008 II 0.00 0.00 0.00 C010 Mx 0.010 -0.028 0.017 0.00 I 0.00 0.00 C09 0.010 -0.028 0.017 o.oo I 0.00 0.00 C09 My 0.010 -0.028 0.017 0.00 0.00 = 0.00 C09 0.010 -0.028 0.017 0.00 0.00 = 0.00 C09 M, 0.010 -0.028 0.017 0.00 0.00 o.oo I C09 0.010 -0.028 0.017 0.00 0.00 o.oo I C09 Extremes 0.010 1.301 0.466 0.00 0.00 0.00 39 -0.579 -0.028 0.008 0.00 0.00 0.00 40 ~DS2 Px 0.563 II 1.355 0.435 0.00 0.00 0.00 C016 -0.024 I -0.058 0.042 0.00 0.00 0.00 C011 Py 0.563 1.355 I 0.435 0.00 0.00 0.00 C016 -0.024 -o.058 I 0.042 0.00 0.00 0.00 C011 Pz 0.563 1.355 0.435 II 0.00 0.00 0.00 C016 -0.011 -0.018 0.009 II 0.00 0.00 0.00 C010 Mx -0.012 -0.026 0.017 o.oo I 0.00 0.00 C09 -0.012 -0.026 0.017 o.oo I 0.00 0.00 C09 My -0.012 -0.026 0.017 0.00 0.00 I 0.00 C09 -0.012 -0.026 0.017 0.00 0.00 I 0.00 C09 M, -0.012 -0.026 0.017 0.00 0.00 0.00 I C09 -0.012 -0.026 0.017 0.00 0.00 0.00 I C09 Extremes 0.563 1.355 0.435 0.00 0.00 0.00 40 -0.024 -0.058 0.009 0.00 0.00 0.00 41 ~DS2 Px o.509 I 0.786 0.518 0.00 0.00 0.00 C012 0.018 I 0.058 0.D18 0.00 0.00 0.00 C015 Py 0.509 0.786 I 0.518 0.00 0.00 0.00 C012 0.040 0.026 I 0.030 0.00 0.00 0.00 C09 Pz 0.508 0.644 0.776 II 0.00 0.00 0.00 C019 0.018 0.058 0.D18 II 0.00 0.00 0.00 C015 Mx 0.040 0.026 0.030 0.00 I 0.00 0.00 C09 0.040 0.026 0.030 o.oo I 0.00 0.00 C09 My 0.040 0.026 0.030 0.00 0.00 I 0.00 C09 0.040 0.026 0.030 0.00 o.oo I 0.00 C09 M, 0.040 0.026 0.030 0.00 0.00 o.oo I C09 0.040 0.026 0.030 0.00 0.00 0.00 I C09 Extremes 0.509 0.786 0.776 0.00 0.00 0.00 41 0.018 0.026 0.018 0.00 0.00 0.00 42 ~DS2 Px 0.325 II 0.204 0.285 0.00 0.00 0.00 C011 -0.053 II -0.267 0.861 0.00 0.00 0.00 C016 Py 0.251 0.211 I 0.229 0.00 0.00 0.00 C015 0.022 -0.283 I 0.555 0.00 0.00 0.00 C012 Pz -0.053 -0.267 0.861 I 0.00 0.00 0.00 C016 0.228 0.013 o.053 11 0.00 0.00 0.00 C019 Mx 0.187 0.084 0.148 o.oo I 0.00 0.00 C09 0.187 0.084 0.148 0.00 = 0.00 0.00 C09 My 0.187 0.084 0.148 0.00 0.00 = 0.00 C09 0.187 0.084 0.148 0.00 0.00 = 0.00 C09 M, 0.187 0.084 0.148 0.00 0.00 0.00 I C09 0.187 0.084 0.148 0.00 0.00 o.oo I C09 Extremes 0.325 0.211 0.861 0.00 0.00 0.00 42 -0.053 -0.283 0.053 0.00 0.00 0.00 43 ~DS2 Px 0.126 I 0.925 1.383 0.00 0.00 0.00 C016 -0.111 11 -0.211 0.100 0.00 0.00 0.00 C015 Py 0.126 o.925 I 1.383 0.00 0.00 0.00 C016 -0.117 -0.211 = 0.100 0.00 0.00 0.00 C015 S-42 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 99 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 42/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 43 Pz 0.126 0.925 1.383 I 0.00 0.00 0.00 C016 0.001 0.013 0.005 I 0.00 0.00 0.00 C010 Mx I0.006 0.026 0.013 0.00 I 0.00 0.00 C09 0.006 0.026 0.013 o.oo I 0.00 0.00 C09 My I0.006 0.026 0.013 0.00 0.00 I 0.00 C09 0.006 0.026 0.013 0.00 o.oo I 0.00 C09 Mz 10.006 0.026 0.013 0.00 0.00 o.oo I C09 0.006 0.026 0.013 0.00 0.00 0.00 I C09 Extremes 0.126 0.925 1.383 0.00 0.00 0.00 43 -0.117 -0.211 0.005 0.00 0.00 0.00 44 ~DS2 Px 0.255 I 0.139 0.828 0.00 0.00 0.00 C016 -0.100 I -0.118 0.196 0.00 0.00 0.00 C013 Py 0.255 0.139 I 0.828 0.00 0.00 0.00 C016 -0.100 -0.118 I 0.196 0.00 0.00 0.00 C013 Pz 0.255 0.139 0.828 I 0.00 0.00 0.00 C016 -0.043 -0.022 0.050 I 0.00 0.00 0.00 C09 Mx -0.043 -0.022 0.050 o.oo I 0.00 0.00 C09 -0.043 -0.022 0.050 o.oo I 0.00 0.00 C09 My -0.043 -0.022 0.050 0.00 0.00 I 0.00 C09 -0.043 -0.022 0.050 0.00 0.00 I 0.00 C09 Mz -0.043 -0.022 0.050 0.00 0.00 0.00 I C09 -0.043 -0.022 0.050 0.00 0.00 0.00 I C09 Extremes 0.255 0.139 0.828 0.00 0.00 0.00 44 -0.100 -0.118 0.050 0.00 0.00 0.00 45 ~DS2 Px 0.159 I 0.087 0.518 0.00 0.00 0.00 C015 -0.210 I -0.055 0.161 0.00 0.00 0.00 C010 Py 0.070 o.189 I 0.156 0.00 0.00 0.00 C011 -0.048 -0.519 I 0.185 0.00 0.00 0.00 C016 Pz 0.159 0.087 0.518 I 0.00 0.00 0.00 C015 -0.036 0.116 0.058 I 0.00 0.00 0.00 C013 Mx -0.183 -0.080 0.149 0.00 I 0.00 0.00 C09 -0.183 -0.080 0.149 0.00 I 0.00 0.00 C09 My -0.183 -0.080 0.149 0.00 0.00 I 0.00 C09 -0.183 -0.080 0.149 0.00 o.oo I 0.00 C09 Mz -0.183 -0.080 0.149 0.00 0.00 o.oo I C09 -0.183 -0.080 0.149 0.00 0.00 0.00 I C09 Extremes 0.159 0.189 0.518 0.00 0.00 0.00 45 -0.210 -0.519 0.058 0.00 0.00 0.00 46 ~DS2 Px 0.319 I -0.228 0.282 0.00 0.00 0.00 C011 0.045 I -0.560 0.174 0.00 0.00 0.00 C016 Py 0.211 -0.070 I 0.163 0.00 0.00 0.00 C010 0.045 -0.560 I 0.174 0.00 0.00 0.00 C016 Pz 0.319 -0.228 0.282 ; 0.00 0.00 0.00 C011 0.125 -0.275 0.113 I 0.00 0.00 0.00 C014 Mx 0.183 -0.093 0.149 o.oo I 0.00 0.00 C09 0.183 -0.093 0.149 0.00 I 0.00 0.00 C09 My 0.183 -0.093 0.149 0.00 0.00 I 0.00 C09 0.183 -0.093 0.149 0.00 0.00 I 0.00 C09 Mz 0.183 -0.093 0.149 0.00 0.00 0.00 I C09 0.183 -0.093 0.149 0.00 0.00 o.oo I C09 Extremes 0.319 -0.070 0.282 0.00 0.00 0.00 46 0.045 -0.560 0.113 0.00 0.00 0.00 47 ~DS2 Px 0.071 II -0.027 0.107 0.00 0.00 0.00 C010 -0.256 I 0.129 0.823 0.00 0.00 0.00 C016 Py -0.256 0.129 I 0.823 0.00 0.00 0.00 C016 0.023 -0.057 I 0.047 0.00 0.00 0.00 C015 Pz -0.256 0.129 0.823 I 0.00 0.00 0.00 C016 -0.254 0.108 -0.934 I 0.00 0.00 0.00 C012 Mx 0.042 -0.024 0.047 0.00 I 0.00 0.00 C09 0.042 -0.024 0.047 o.oo I 0.00 0.00 C09 My 0.042 -0.024 0.047 0.00 0.00 I 0.00 C09 0.042 -0.024 0.047 0.00 0.00 I 0.00 C09 Mz 0.042 -0.024 0.047 0.00 0.00 0.00 I C09 0.042 -0.024 0.047 0.00 0.00 o.oo I C09 Extremes 0.071 0.129 0.823 0.00 0.00 0.00 47 -0.256 -0.057 -0.934 0.00 0.00 0.00 S-43 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 100 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 43/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 48 ~DS2 Px ~0.004 I 0.018 0.007 0.00 0.00 0.00 C010 -0.129 I 0.838 1.270 0.00 0.00 0.00 C012 Py -0.125 0.921 I 1.378 0.00 0.00 0.00 C016 -0.004 0.018 I 0.007 0.00 0.00 0.00 C010 Pz -0.125 0.921 1.378 I 0.00 0.00 0.00 C016 -0.004 0.018 0.007 I 0.00 0.00 0.00 C010 Mx ~0.006 0.026 0.014 o.oo I 0.00 0.00 C09 -0.006 0.026 0.014 o.oo I 0.00 0.00 C09 M, ~0.006 0.026 0.014 0.00 0.00 I 0.00 C09 -0.006 0.026 0.014 0.00 0.00 I 0.00 C09 M, ~0.006 0.026 0.014 0.00 0.00 0.00 I C09 -0.006 0.026 0.014 0.00 0.00 0.00 I C09 Extremes ~0.004 0.921 1.378 0.00 0.00 0.00 48 -0.129 0.018 0.007 0.00 0.00 0.00 49 ~DS2 Px 0.347 I 0.045 -0.004 0.00 0.00 0.00 C020 I 0.001 ; -0.059 0.021 0.00 0.00 0.00 C09 Py 0.322 o.075 I -0.006 0.00 0.00 0.00 C016 0.091 -0.060 I 0.022 0.00 0.00 0.00 C013 Pz 0.091 -0.060 0.022 I 0.00 0.00 0.00 C013 0.310 I 0.003 -0.007 I 0.00 0.00 0.00 C019 Mx 0.001 -0.059 0.021 0.00 I 0.00 0.00 C09 10.001 -0.059 0.021 0.00 I 0.00 0.00 C09 M, 0.001 -0.059 0.021 0.00 0.00 I 0.00 C09 10.001 -0.059 0.021 0.00 o.oo I 0.00 C09 M, 0.001 -0.059 0.021 0.00 0.00 0.00 ; C09 10.001 -0.059 0.021 0.00 0.00 0.00 I C09 Extremes 0.347 0.075 0.022 0.00 0.00 0.00 49 10.001 -0.060 -0.007 0.00 0.00 0.00 50 ~DS2 Px 0.155 I -0.026 0.004 0.00 0.00 0.00 C020 -0.009 I -0.104 0.041 0.00 0.00 0.00 C010 Py 0.072 -0.003 I -0.006 0.00 0.00 0.00 C016 0.085 -0.114 I 0.050 0.00 0.00 0.00 C013 Pz 0.121 -0.114 0.051 I 0.00 0.00 0.00 C011 0.072 I -0.003 -0.006 I 0.00 0.00 0.00 C016 Mx -0.008 -0.104 0.041 o.oo I 0.00 0.00 C09 -0.008 -0.104 0.041 0.00 I 0.00 0.00 C09 M, -0.008 -0.104 0.041 0.00 0.00 I 0.00 C09 -0.008 -0.104 0.041 0.00 0.00 I 0.00 C09 M, -0.008 -0.104 0.041 0.00 0.00 0.00 ; C09 -0.008 -0.104 0.041 0.00 0.00 o.oo I C09 Extremes 0.155 -0.003 0.051 0.00 0.00 0.00 50 -0.009 -0.114 -0.006 0.00 0.00 0.00 51 ~DS2 Px 0.157 I -0.073 0.034 0.00 0.00 0.00 C015 ~0.005 I -0.131 0.062 0.00 0.00 0.00 C010 Py 0.004 -0.012 I 0.008 0.00 0.00 0.00 C016 ~0.005 -0.131 I 0.062 0.00 0.00 0.00 C010 Pz 0.109 -0.130 0.062 I 0.00 0.00 0.00 C013 0.129 -0.035 0.007 I 0.00 0.00 0.00 C020 Mx -0.005 -0.130 0.061 o.oo I 0.00 0.00 C09 ~0.005 -0.130 0.061 o.oo I 0.00 0.00 C09 M, -0.005 -0.130 0.061 0.00 0.00 I 0.00 C09 ~0.005 -0.130 0.061 0.00 0.00 I 0.00 C09 M, -0.005 -0.130 0.061 0.00 0.00 0.00 ; C09 ~0.005 -0.130 0.061 0.00 0.00 o.oo I C09 Extremes 0.157 -0.012 0.062 0.00 0.00 0.00 51 ~0.005 -0.131 0.007 0.00 0.00 0.00 52 ~DS2 Px 0.159 I -0.113 0.045 0.00 0.00 0.00 C011 -0.053 I -0.028 0.005 0.00 0.00 0.00 C016 Py -0.053 -0.028 I 0.005 0.00 0.00 0.00 C016 0.010 -0.115 I 0.048 0.00 0.00 0.00 C09 Pz 0.010 -0.115 0.048 I 0.00 0.00 0.00 C09 -0.053 -0.028 0.005 I 0.00 0.00 0.00 C016 Mx 0.010 -0.115 0.048 o.oo I 0.00 0.00 C09 0.010 -0.115 0.048 o.oo I 0.00 0.00 C09 M, 0.010 -0.115 0.048 0.00 0.00 I 0.00 C09 0.010 -0.115 0.048 0.00 o.oo I 0.00 C09 M, 0.010 -0.115 0.048 0.00 0.00 0.00 I C09 S-44 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 101 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 44/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 52 M, 0.010 --0.115 0.048 0.00 0.00 o.oo I C09 Extremes 0.159 --0.028 0.048 0.00 0.00 0.00 52 -0.053 --0.115 0.005 0.00 0.00 0.00 53 ~DS2 Px 0.100 II --0.052 0.018 0.00 0.00 0.00 C011 -0.293 I 0.043 -0.021 0.00 0.00 0.00 C016 Py -0.293 o.043 I -0.021 0.00 0.00 0.00 C016 10.001 --0.061 I 0.023 0.00 0.00 0.00 C09 Pz 0.001 --0.061 0.023 II 0.00 0.00 0.00 C09 -0.293 0.043 -0.021 II 0.00 0.00 0.00 C016 M. 0.001 --0.061 0.023 0.00 I 0.00 0.00 C09 10.001 --0.061 0.023 0.00 I 0.00 0.00 C09 M,, 0.001 --0.061 0.023 0.00 0.00 I 0.00 C09 10.001 --0.061 0.023 0.00 o.oo I 0.00 C09 M, 0.001 --0.061 0.023 0.00 0.00 0.00 II C09 10.001 --0.061 0.023 0.00 0.00 0.00 I C09 Extremes 0.100 0.043 0.023 0.00 0.00 0.00 53 -0.293 --0.061 -0.021 0.00 0.00 0.00 54 ~DS2 Px 0.919 II --0.371 0.860 0.00 0.00 0.00 C016 0.088 II 0.107 0.082 0.00 0.00 0.00 C010 Py 0.295 0.249 I 0.171 0.00 0.00 0.00 C011 0.919 --0.371 I 0.860 0.00 0.00 0.00 C016 Pz 0.919 --0.371 0.860 II 0.00 0.00 0.00 C016 0.293 0.017 o.005 I 0.00 0.00 0.00 C019 M. 0.092 0.105 0.080 0.00 II 0.00 0.00 C09 0.092 0.105 0.080 0.00 I 0.00 0.00 C09 M,, 0.092 0.105 0.080 0.00 0.00 I 0.00 C09 0.092 0.105 0.080 0.00 o.oo I 0.00 C09 M, 0.092 0.105 0.080 0.00 0.00 0.00 II C09 0.092 0.105 0.080 0.00 0.00 o.oo I C09 Extremes 0.919 0.249 0.860 0.00 0.00 0.00 54 0.088 --0.371 0.005 0.00 0.00 0.00 55 ~DS2 Px 0.755 II --0.011 0.194 0.00 0.00 0.00 C016 0.026 I --0.040 0.021 0.00 0.00 0.00 C09 Py 0.557 0.230 I 0.088 0.00 0.00 0.00 C019 0.239 --0.042 I 0.025 0.00 0.00 0.00 C011 Pz 0.755 --0.011 0.194 II 0.00 0.00 0.00 C016 0.644 0.111 0.000 I 0.00 0.00 0.00 C020 M. 0.026 --0.040 0.021 0.00 I 0.00 0.00 C09 0.026 --0.040 0.021 o.oo I 0.00 0.00 C09 M,, 0.026 --0.040 0.021 0.00 0.00 I 0.00 C09 0.026 --0.040 0.021 0.00 0.00 I 0.00 C09 M, 0.026 --0.040 0.021 0.00 0.00 0.00 II C09 0.026 --0.040 0.021 0.00 0.00 o.oo I C09 Extremes 0.755 0.230 0.194 0.00 0.00 0.00 55 0.026 --0.042 0.000 0.00 0.00 0.00 56 ~DS2 Px 0.322 II 0.059 -0.026 0.00 0.00 0.00 C019 ~o.006 I 0.242 0.086 0.00 0.00 0.00 C014 Py -0.006 0.242 I 0.086 0.00 0.00 0.00 C014 0.194 --0.048 I 0.056 0.00 0.00 0.00 C011 Pz -0.006 0.242 0.086 II 0.00 0.00 0.00 C014 ~0.001 0.053 -0.069 I 0.00 0.00 0.00 C016 M. 0.004 --0.038 0.D18 o.oo I 0.00 0.00 C09 I0.004 --0.038 0.018 o.oo I 0.00 0.00 C09 M,, 0.004 --0.038 0.D18 0.00 0.00 I 0.00 C09 10.004 --0.038 0.018 0.00 o.oo I 0.00 C09 M, 0.004 --0.038 0.018 0.00 0.00 0.00 I C09 10.004 --0.038 0.018 0.00 0.00 0.00 I C09 Extremes 0.322 0.242 0.086 0.00 0.00 0.00 56 ~0.006 --0.048 -0.069 0.00 0.00 0.00 57 ~DS2 Px 0.142 II --0.062 0.116 0.00 0.00 0.00 C011 -0.674 I --0.020 0.188 0.00 0.00 0.00 C016 Py -0.248 0.030 I -0.004 0.00 0.00 0.00 C014 -0.263 --0.097 I 0.343 0.00 0.00 0.00 C020 Pz -0.263 --0.097 0.343 II 0.00 0.00 0.00 C020 0.112 --0.043 -0.056 I 0.00 0.00 0.00 C013 M. -0.027 --0.039 0.021 0.00 I 0.00 0.00 C09 S-45 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 102 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 45/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 57 Mx -0.027 --0.039 0.021 o.oo 11 0.00 0.00 C09 M, -0.027 --0.039 0.021 0.00 0.00 ; 0.00 C09 -0.027 --0.039 0.021 0.00 0.00 I 0.00 C09 Mx -0.027 --0.039 0.021 0.00 0.00 0.00 I C09 -0.027 --0.039 0.021 0.00 0.00 o.oo I C09 Extremes 0.142 0.030 0.343 0.00 0.00 0.00 57 -0.674 --0.097 -0.056 0.00 0.00 0.00 58 ~DS2 Px 0.181 I --0.004 0.068 0.00 0.00 0.00 C013 -0.987 I --0.378 0.792 0.00 0.00 0.00 C016 Py -0.098 0.083 ; 0.084 0.00 0.00 0.00 C010 -0.693 --0.446 I 1.022 0.00 0.00 0.00 C020 Pz -0.693 --0.446 1.022 ; 0.00 0.00 0.00 C020 0.181 I --0.004 o.068 11 0.00 0.00 0.00 C013 Mx -0.101 0.081 0.082 0.00 ; 0.00 0.00 C09 -0.101 0.081 0.082 0.00 I 0.00 0.00 C09 M, -0.101 0.081 0.082 0.00 0.00 ; 0.00 C09 -0.101 0.081 0.082 0.00 o.oo I 0.00 C09 Mz -0.101 0.081 0.082 0.00 0.00 0.00 I C09 -0.101 0.081 0.082 0.00 0.00 o.oo I C09 Extremes 0.181 0.083 1.022 0.00 0.00 0.00 58 -0.987 --0.446 0.068 0.00 0.00 0.00 59 ~DS2 Px 0.201 ; 0.686 0.598 0.00 0.00 0.00 C016 10.001 11 0.055 0.019 0.00 0.00 0.00 C010 Py 0.201 0.686 ; 0.598 0.00 0.00 0.00 C016 0.103 0.029 I 0.011 0.00 0.00 0.00 C015 Pz 0.201 0.686 o.598 11 0.00 0.00 0.00 C016 0.103 0.029 0.011 11 0.00 0.00 0.00 C015 Mx 0.001 0.058 0.021 o.oo I 0.00 0.00 C09 10.001 0.058 0.021 o.oo 11 0.00 0.00 C09 M, 0.001 0.058 0.021 0.00 o.oo I 0.00 C09 10.001 0.058 0.021 0.00 0.00 I 0.00 C09 Mz 0.001 0.058 0.021 0.00 0.00 0.00 I C09 10.001 0.058 0.021 0.00 0.00 o.oo I C09 Extremes 0.201 0.686 0.598 0.00 0.00 0.00 59 10.001 0.029 0.011 0.00 0.00 0.00 60 ~DS2 Px 0.140 ; 0.114 0.051 0.00 0.00 0.00 C011 -0.242 I 0.379 0.211 0.00 0.00 0.00 C016 Py -0.235 0.419 I 0.226 0.00 0.00 0.00 C012 0.138 o.069 I 0.031 0.00 0.00 0.00 C015 Pz -0.235 0.419 0.226 I 0.00 0.00 0.00 C012 0.138 0.069 o.031 11 0.00 0.00 0.00 C015 Mx 0.005 0.108 0.046 0.00 I 0.00 0.00 C09 I0.005 0.108 0.046 o.oo I 0.00 0.00 C09 M, 0.005 0.108 0.046 0.00 o.oo I 0.00 C09 10.005 0.108 0.046 0.00 o.oo I 0.00 C09 Mz 0.005 0.108 0.046 0.00 0.00 0.00 I C09 10.005 0.108 0.046 0.00 0.00 0.00 I C09 Extremes 0.140 0.419 0.226 0.00 0.00 0.00 60 -0.242 0.069 0.031 0.00 0.00 0.00 61 ~DS2 Px 0.136 I 0.100 0.058 0.00 0.00 0.00 C015 10.000 I 0.370 0.206 0.00 0.00 0.00 C014 Py 0.009 0.459 I 0.258 0.00 0.00 0.00 C012 0.136 0.100 I 0.058 0.00 0.00 0.00 C015 Pz 0.009 0.459 0.258 I 0.00 0.00 0.00 C012 0.136 0.100 o.058 I 0.00 0.00 0.00 C015 Mx 0.000 0.137 0.069 0.00 ; 0.00 0.00 C09 10.000 0.137 0.069 0.00 I 0.00 0.00 C09 M, 0.000 0.137 0.069 0.00 o.oo I 0.00 C09 10.000 0.137 0.069 0.00 o.oo I 0.00 C09 Mz 0.000 0.137 0.069 0.00 0.00 0.00 I C09 10.000 0.137 0.069 0.00 0.00 0.00 I C09 Extremes 0.136 0.459 0.258 0.00 0.00 0.00 61 10.000 0.100 0.058 0.00 0.00 0.00 62 l~DS2 I Px I I 0.248 =:1 0.288 I 0.160 I 0.00 I 0.00 I 0.00 I C020 r0.005 I 0.108 0.046 0.00 0.00 0.00 C010 Py 0.246 0.416 ■ 0.226 0.00 0.00 0.00 C012 S-46 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 103 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 46/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 62 Py 0.128 0.019 I 0.037 0.00 0.00 0.00 C015 Pz 0.246 0.416 0.226 ; 0.00 0.00 0.00 C012 0.128 0.079 0.037 I 0.00 0.00 0.00 C015 Mx -0.005 0.108 0.046 o.oo I 0.00 0.00 C09 ~0.005 0.108 0.046 o.oo II 0.00 0.00 C09 M, -0.005 0.108 0.046 0.00 0.00 II 0.00 C09 ~0.005 0.108 0.046 0.00 o.oo I 0.00 C09 M, -0.005 0.108 0.046 0.00 0.00 0.00 I C09 ~0.005 0.108 0.046 0.00 0.00 o.oo I C09 Extremes 0.248 0.416 0.226 0.00 0.00 0.00 62 ~0.005 0.079 0.037 0.00 0.00 0.00 63 RJ DS2 Px 0.150 II 0.027 0.010 0.00 0.00 0.00 C015 -0.203 I 0.688 0.600 0.00 0.00 0.00 C016 Py -0.203 0.688 II 0.600 0.00 0.00 0.00 C016 0.150 0.027 I 0.010 0.00 0.00 0.00 C015 Pz -0.203 0.688 0.600 ; 0.00 0.00 0.00 C016 0.150 0.027 0.010 I 0.00 0.00 0.00 C015 Mx -0.001 0.057 0.021 0.00 I 0.00 0.00 C09 ~0.001 0.057 0.021 o.oo I 0.00 0.00 C09 M, -0.001 0.057 0.021 0.00 0.00 II 0.00 C09 ~0.001 0.057 0.021 0.00 0.00 I 0.00 C09 M, -0.001 0.057 0.021 0.00 0.00 0.00 II C09 ~0.001 0.057 0.021 0.00 0.00 o.oo I C09 Extremes 0.150 0.688 0.600 0.00 0.00 0.00 63 -0.203 0.027 0.010 0.00 0.00 0.00 64 RJ DS2 Px 0.167 II 0.000 0.056 0.00 0.00 0.00 C013 -0.240 I -0.399 0.160 0.00 0.00 0.00 C012 Py 0.015 0.166 I 0.501 0.00 0.00 0.00 C015 -0.240 -0.399 I 0.160 0.00 0.00 0.00 C012 Pz 0.015 0.166 0.501 ; 0.00 0.00 0.00 C015 0.167 I 0.000 0.056 I 0.00 0.00 0.00 C013 Mx -0.095 -0.102 0.072 0.00 II 0.00 0.00 C09 -0.095 -0.102 0.072 o.oo II 0.00 0.00 C09 M, -0.095 -0.102 0.072 0.00 0.00 II 0.00 C09 -0.095 -0.102 0.072 0.00 o.oo I 0.00 C09 M, -0.095 -0.102 0.072 0.00 0.00 0.00 II C09 -0.095 -0.102 0.072 0.00 0.00 0.00 I C09 Extremes 0.167 0.166 0.501 0.00 0.00 0.00 64 -0.240 -0.399 0.056 0.00 0.00 0.00 65 RI DS2 Px 0.121 I 0.068 0.118 0.00 0.00 0.00 C011 -0.097 I -0.036 0.173 0.00 0.00 0.00 C012 Py 0.103 0.097 I 0.254 0.00 0.00 0.00 C015 -0.080 -0.044 11 0.166 0.00 0.00 0.00 C016 Pz 0.103 0.097 0.254 I 0.00 0.00 0.00 C015 -0.031 0.031 o.036 I 0.00 0.00 0.00 C09 Mx -0.031 0.031 0.036 0.00 I 0.00 0.00 C09 -0.031 0.031 0.036 0.00 I 0.00 0.00 C09 M, -0.031 0.031 0.036 0.00 o.oo I 0.00 C09 -0.031 0.031 0.036 0.00 o.oo I 0.00 C09 M, -0.031 0.031 0.036 0.00 0.00 0.00 I C09 -0.031 0.031 0.036 0.00 0.00 0.00 II C09 Extremes 0.121 0.097 0.254 0.00 0.00 0.00 65 -0.097 -0.044 0.036 0.00 0.00 0.00 66 RI DS2 Px 0.234 I 0.043 0.072 0.00 0.00 0.00 C015 -0.037 I 0.035 0.029 0.00 0.00 0.00 C012 Py 0.199 0.044 I 0.018 0.00 0.00 0.00 C011 0.150 I 0.004 I 0.031 0.00 0.00 0.00 C020 Pz 0.234 0.043 0.012 I 0.00 0.00 0.00 C015 ~0.006 0.038 -0.003 I 0.00 0.00 0.00 C010 Mx -0.007 0.038 0.001 0.00 I 0.00 0.00 C09 ~0.007 0.038 0.001 0.00 I 0.00 0.00 C09 M, -0.007 0.038 0.001 0.00 0.00 I 0.00 C09 ~0.007 0.038 0.001 0.00 o.oo I 0.00 C09 M, -0.007 0.038 0.001 0.00 0.00 0.00 I C09 ~0.007 0.038 0.001 0.00 0.00 o.oo I C09 Extremes 0.234 0.044 0.072 0.00 0.00 0.00 66 -0.037 I 0.004 -0.003 0.00 0.00 0.00 S-47 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 104 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structura Calculations Dote 11/21/2025 Page 47/66 Sheet Model RESULTS 7.2 NODES -SUPPORT FORCES Static Analysis Node Loading Support Forces Support Moments Node Conment No. No. Px [kiD] Pv [kiD] Pz [kip] M. [kipft] M, [kipft] Mz [kipft] Cor. Loadina 67 ~DS2 Px 0.295 I 0.040 0.036 0.00 0.00 0.00 C015 0.035 I 0.045 0.025 0.00 0.00 0.00 C09 Py 0.263 0.048 I 0.028 0.00 0.00 0.00 C011 0.217 0.002 I 0.074 0.00 0.00 0.00 C020 Pz 0.217 I 0.002 0.074 I 0.00 0.00 0.00 C020 0.193 0.039 0.024 I 0.00 0.00 0.00 C013 Mx 0.035 0.045 0.025 o.oo I 0.00 0.00 C09 0.035 0.045 0.025 o.oo I 0.00 0.00 C09 M, 0.035 0.045 0.025 0.00 0.00 I 0.00 C09 0.035 0.045 0.025 0.00 0.00 I 0.00 C09 M, 0.035 0.045 0.025 0.00 0.00 0.00 I C09 0.035 0.045 0.025 0.00 0.00 0.00 I C09 Extremes 0.295 0.048 0.074 0.00 0.00 0.00 67 0.035 0.002 0.024 0.00 0.00 0.00 68 ~DS2 Px 0.360 I -0.380 0.245 0.00 0.00 0.00 C019 0.096 I -0.096 0.085 0.00 0.00 0.00 C010 Py 0.099 -0.094 I 0.082 0.00 0.00 0.00 C09 0.360 -0.380 I 0.245 0.00 0.00 0.00 C019 Pz 0.360 -0.380 0.245 I 0.00 0.00 0.00 C019 0.099 -0.094 0.082 I 0.00 0.00 0.00 C09 Mx 0.099 -0.094 0.082 0.00 I 0.00 0.00 C09 0.099 -0.094 0.082 0.00 I 0.00 0.00 C09 M, 0.099 -0.094 0.082 0.00 0.00 I 0.00 C09 0.099 -0.094 0.082 0.00 o.oo I 0.00 C09 M, 0.099 -0.094 0.082 0.00 0.00 0.00 ; C09 0.099 -0.094 0.082 0.00 0.00 0.00 I C09 Extremes 0.360 -0.094 0.245 0.00 0.00 0.00 68 0.096 -0.380 0.082 0.00 0.00 0.00 Total max/rrin values with corresponding values 54 ~DS2 Px 0.919 I -0.371 0.860 0.00 0.00 0.00 C016 58 -0.987 I -0.378 0.792 0.00 0.00 0.00 C016 40 Py 0.563 1.355 I 0.435 0.00 0.00 0.00 C016 46 0.045 -0.560 I 0.174 0.00 0.00 0.00 C016 43 Pz 0.126 0.925 1.383 I 0.00 0.00 0.00 C016 47 -0.254 0.108 -0.934 I 0.00 0.00 0.00 C012 37 Mx -0.212 0.082 0.162 0.00 I 0.00 0.00 C09 37 -0.212 0.082 0.162 0.00 I 0.00 0.00 C09 37 M, -0.212 0.082 0.162 0.00 o.oo I 0.00 C09 37 -0.212 0.082 0.162 0.00 o.oo I 0.00 C09 37 M, -0.212 0.082 0.162 0.00 0.00 0.00 I C09 37 -0.212 0.082 0.162 0.00 0.00 0.00 ; C09 7.3 MEMBERS -INTERNAL FORCES BY CROSS-SECTION Static Analysis Cross-5. Member Node Location Forces [kip] Moments [kipft] Member Conment No. No. No. xlinl N I Vv I v. Mr I M, I Mz Cor. Loadina [Z3J DS1 -Section 2.3 (LRFD), 1. to 5. Total max/rrin values with corresponding values 1 1 70 0.000 • N 0.687 I 0.000 0.000 0.00 0.00 0.00 C03 1 10 71 0.000 • -0.983 I 0.000 0.000 I 0.00 0.00 0.00 C018 1 1 0.800 Vy 0.243 0.000 I 0.000 0.00 0.00 0.00 C018 1 10 71 0.000 • -0.983 0.000 I 0.000 I 0.00 0.00 0.00 C018 1 1 70 0.000 • Vz 0.259 0.000 0.000 I 0.00 0.00 0.00 C017 1 4 74 1.000 ~ -0.491 0.000 0.000 I I 0.00 0.00 0.00 C04 1 1 70 0.000 • Mr 0.063 0.000 0.000 0.00 I 0.00 0.00 C01 1 1 70 0.000 • 0.063 0.000 0.000 I o.oo I 0.00 0.00 C01 1 1 0.500 ,,, M, 0.063 0.000 0.000 0.00 0.00 I 0.00 C01 1 1 70 0.000 • 0.063 0.000 0.000 I 0.00 0.00 I 0.00 C01 1 1 70 0.000 "' M, 0.063 0.000 0.000 0.00 0.00 o.oo I C01 1 1 70 0.000 • 0.063 0.000 0.000 I 0.00 0.00 o.oo I C01 ~ DS2-Section 2.4 (ASD), 1. to 7. Total max/rrin values with corresponding values 1 1 70 0.000 "' N 0.420 I 0.000 0.000 0.00 0.00 0.00 C011 1 10 71 0.000 • -0.573 I 0.000 0.000 I 0.00 0.00 0.00 C020 1 1 0.800 Vy 0.148 0.000 I 0.000 0.00 0.00 0.00 C020 1 10 71 0.000 • -0.573 0.000 I 0.000 I 0.00 0.00 0.00 C020 1 1 70 0.000 • Vz 0.172 0.000 0.000 I 0.00 0.00 0.00 C019 S-48 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 105 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structur I Calculations Dote 11/21/2025 Page 48/66 Sheet Model RESULTS 7.3 MEMBERS -INTERNAL FORCES BY CROSS-SECTION Static Analysis Cross-5. Member Node Location Forces [kip] Moments [kipft] Member Comnent No. No. No. xlinl N Vv v. Mr Mv Mz Cor. Loadina 1 4 74 1.000 .,. Vz --0.343 0.000 0.000 I I 0.00 0.00 0.00 C012 1 1 70 0.000 "" Mr 0.045 0.000 0.000 0.00 I 0.00 0.00 C09 1 1 70 0.000 • 0.045 0.000 0.000 I 0.00 I 0.00 0.00 C09 1 1 0.500 ,,, M,, 0.045 0.000 0.000 0.00 o.oo I 0.00 C09 1 1 70 0.000 • 0.045 0.000 0.000 I 0.00 0.00 I 0.00 C09 1 1 70 0.000 "' M, 0.045 0.000 0.000 0.00 0.00 0.00 I C09 1 1 70 0.000 "' 0.045 0.000 0.000 I 0.00 0.00 o.oo I C09 S-49 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 106 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: C-3 Final Stamped Structura Calculations Dote 11/21/2025 Page 49/66 2599-CVMlA Model 7.4 DS I: ENVELOPE VALUES -MAX AND MIN VALUES, GLOBAL DEFORMATIONS I U I, IN AXONOMETRIC DIRECTION DSl -Section 2.3 {LRFD), l. to 5. Static Analysis Displacements I u I [in] z t,_.,x max I u I : 0.092 I min I u I : 0.000 in www.dlubal.com S-50 RFEM 6.12.0004 • General 3D structures solved using FEM Sheet MODEL Static Analysis In Axonometric Direction Global Deformations I u) [in] 0.092 -0.02 % 0.083 -0.47% 0.075 -1.99 % 0.067 3.38 % 0.058 3.38 % 0.050 -3.75 % 0.042 -4.80% 0.033 -5.41 % 0.025 7.88 % 0.017 -7.76 % 0.008 -61.17 % 0.000 e April 14, 2026 Item #6 Page 107 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " C-3 Final Stamped Structural Calculations Model: 2599-CVMlA Model 7.5 DS I: ENVELOPE VALUES -MAX AND MIN VALUES, Oeqv,Mises Oeqv,Mises,Max, IN AXONOMETRIC DIRECTION DSl -Section 2.3 {LRFD), l. to 5. Static Analysis Equivalent Stresses von Mises Oeqv,Misu,Max [ksi] max Oeqv,Mim,Max : 15.296 I min Oeqv,Mises,Ma,c : 0.008 ksi S -51 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM Dote 11/21/2025 Page 50/66 Sheet MODEL Static Analysis In Axonometric Direction Surfaces I Stresses I Equivalent Stresses I Oeqv,Mi11u 0 ,q,,Mi,,.,Mox [ksi] 35.000 - 31.818 - 28.636 - 25.455 22.273 19.091 - 15.909 - 12.727 - 9.545 - 6.364 3.182 0.000 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.0l % 0.14 % l.13 % 3.52 % 95.19% e April 14, 2026 Item #6 Page 108 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " C-3 Final Stamped Structural Calculations Model: 2599-CVMlA Model 7.6 DS2: ENVELOPE VALUES -MAX AND MIN VALUES, GLOBAL DEFORMATIONS I U I, IN AXONOMETRIC DIRECTION DS2 -Section 2.4 {ASD), l. to Z Static Analysis Displacements I u I [in] max I u I : 0.056 I min I u I : 0.000 in www.dlubal.com S-52 RFEM 6.12.0004 • General JD structures solved using FEM Dote 11/21/2025 Page 51/66 Sheet MODEL Static Analysis In Axonometric Direction Global Deformations I ul [in] 0.056 -0.02% 0.051 -0.05% 0.046 -l.37% 0.041 3.10 % 0.036 3.57% 0.031 -3.79 % 0.025 -4.67% 0.020 -5.75 % 0.015 7.86% 0.010 -8.41 % 0.005 -61.39% 0.000 e April 14, 2026 Item #6 Page 109 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: C-3 Final Stamped Structura Calculations Dote 11/21/2025 Page 52/66 2599-CVMlA Model 7.7 DS2: ENVELOPE VALUES -MAX AND MIN VALUES, Oeqv,Mises Oeqv,Mises,Max, IN AXONOMETRIC DIRECTION DS2 -Section 2.4 {ASD), l. to Z Static Analysis Equivalent Stresses von Mises Oeqv,Misu,Max [ksi] z t .-x max Oeqv,Mim,Max : 9 .A37 I min Oeqv,Mises,Max : 0.007 ksi S-53 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM Sheet MODEL Static Analysis In Axonometric Direction Surfaces I Stresses I Equivalent Stresses I Oe<f',Mi..,, o.,,,,M;w,,M~ [ksi] 35.000 -0.00% 31.818 -0.00% 28.636 -0.00% 25.455 0.00% 22.273 0.00% 19.091 -0.00% 15,909 -0.00% 12.727 -0.00% 9.545 -0.08% 6.364 2.06 % 3.182 97.87% 0.000 e April 14, 2026 Item #6 Page 110 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE Model: " 2599-CVMlA 8.3.1 Model 8 Steel Design 8.1 OBJECTS TO DESIGN Design All 8.2 DESIGN SITUATIONS 8.3 OS No. 1 2 ASCE7I2022 Desi n Situation l' ,3 Section 2.3 (LRFD), 1. to 5. ~ Section 2.4 (ASD), 1. to 7. Results DESIGN RATIOS ON MEMBERS BY MEMBER 1-12 1-12 C-3 Final Stamped Structural Calculations Selected To Desi n Objects to Design To Calculate Removed 1-12 1-12 Active AISC 360 12022 Desi n Situation l' Sir Strength lirrit state (LRFD) Set Serviceability limit state Dote 11/21/2025 Page 53/66 Sheet STEEL Not Valid/ Deact. Conment ,AJI ,AJI Combinations to Design for Enumeration Method •• •• Steel Design Member Location Stress Design Loading Design Check No. xlinl Point No. Situation No. Rationl-1 I TVll8 Description 1 Bea;1~ -:; IOUND 0.500/ 1 H I L ~i,:1°° in I C03 l 1 0.108 "':I DD1100.00 I Chapter DI Tension acc. to D2 0.000 "' DS1 C08 0.071 v' EE2000.00 Chapter E I Compression acc. to E3 0.000 • DS2 C09 0.000 v' LL9100.00 Chapter LI Negligible deflections 2 Beat~-:: IOUND 0.500/ 1 H I L ~i,:1°° in I C08 I 0.002 ..,.:I DD1100.00 I Chapter DI Tension acc. to D2 0.000 "' DS1 C03 0.004 v' EE2000.00 Chapter E I Compression acc. to E3 0.000 "' DS2 C09 0.000 .., LL9100.00 Chapter LI Negligible deflections Beam 11 -ROUND 0.500/H I L: 1.000 in 3 0.000 • DS1 CO3 0.000 v' HH0100.00 Chapter H I Najigible internal forces 1.000 X DS1 C04 0.005 v' 001100.00 Chapter D I Tension acc. to D2 0.900 DS1 CO7 0.001 v' EE2000.00 Chapter E I Compression acc. to E3 0.000 "' DS2 C09 0.000 v' LL9100.00 Chapter L I Negligible deflections 4 Bea;1~ • :: IOUND 0.500/ 1 H I L ~i,:1°° in I CO7 II 0.045 .,,,:I DD1100.00 I Chapter DI Tension acc. to D2 0.000 "' DS1 C04 0.077 v' EE2000.00 Chapter E I Compression acc. to E3 0.000 "' DS2 C09 0.000 .., LL9100.00 Chapter LI Negligible deflections Beam 11 -ROUND 0.500/H I L: 1.000 in 5 0.000 "' DS1 CO2 I 0.000 v' HH0100.00 Chapter H I Najigible internal forces 1.000 X DS1 C06 0.004 v' 001100.00 Chapter D I Tension acc. to D2 0.500 ½ DS1 CO7 0.006 .., EE2000.00 Chapter E I Compression acc. to E3 0.000 "' DS2 C09 0.000 v' LL9100.00 Chapter L I Negligible deflections 6 Bea;1~ • :: IOUND 0.500/ 1 H I L ~i,:1°° in I CO2 I 0.000 .,,,:I HH0100.00 I Chapter HI Najigible internal forces 1.000 x DS1 C017 0.005 v' DD1100.00 Chapter DI Tension acc. to D2 0.000 "' DS2 C09 0.000 .., LL9100.00 Chapter LI Negligible deflections Beam 11 -ROUND 0.500/H I L: 1.000 in I 7 0.000 ·:1 I DS1 I C06 0.077 ..,,,:1 EE2000.00 I Chapter E I Compression acc. to E3 0.000 "' DS2 C09 0.000 v' LL9100.00 Chapter LI Negligible deflections 8 Beat~ -:: IOUND 0.500/ 1 H I L ~i,:1°° in I C04 Ii 0.006 "':I DD1100.00 I Chapter DI Tension acc. to D2 0.000 "' DS1 CO7 0.009 .., EE2000.00 Chapter E I Compression acc. to E3 0.000 "' DS2 C09 0.000 v' LL9100.00 Chapter LI Negligible deflections Beam 11 -ROUND 0.500/H I L: 1.000 in 9 0.000 • DS1 C017 0.000 v' HH0100.00 Chapter H I Najigible internal forces 1.000 X DS1 C08 0.002 "" OD1100.00 Chapter D I Tension acc. to D2 1.000 "' DS1 C05 0.003 v' EE2000.00 Chapter E I Compression acc. to E3 0.000 • DS2 C09 0.000 v' LL9100.00 Chapter L I Negligible deflections S-54 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 111 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structural Calculations Dote 11/21/2025 Page 54/66 Sheet Model STEEL 8.3.l DESIGN RATIOS ON MEMBERS BY MEMBER Steel Design Member Location Stress Design Loading Design Check No. X in Point No. Situation No. Ratio -1' Desai on Beam 11 -ROUND 0.500/H I L: 1.000 in 10 0.800 DS1 CO1 0.010 v' DD1100.00 Oiapter D I Tension acc. to D2 0.000 .: DS1 C018 0.154 v' EE2000.00 Oiapter E I Compression acc. to E3 0.000 .: DS2 C09 0.000 ...-LL9100.00 Oiapter L Negligil:le deflections Beam 11 -ROUND 0.500/H I L: 1.000 in 11 0.900 DS1 CO1 0.001 ..,,. DD1100.00 Oiapter D I Tension acc. to D2 0.000 • DS1 C018 0.003 v' EE2000.00 Oiapter E I Compression acc. to E3 0.000 • DS2 C09 0.000 v' LL9100.00 Oiapter L Negligil:le deflections Beam 11 -ROUND 0.500/H I L: 1.000 in 12 0.000 .: DS1 CO2 0.000 .,, HH0100.00 Oiapter H I Negigil:le internal forces 0.000 "' DS1 CO3 0.001 v' DD1100.00 Oiapter D I Tension acc. to D2 0.000 • DS1 C08 0.003 v EE2000.00 Olapter E I Compression acc. to E3 0.000 • DS2 C09 0.000 ...-LL9100.00 Oiapter L I Negligil:le deflections 8.3.2 DESIGN RATIOS ON SURFACES BY DESIGN SITUATION Steel Design Design Surface Mesh Node/ Mesh Node Coordinates Loading Layer Design Check Situation No. Bement No. Xlinl I Ylinl I Zlinl No. Side Ration f-1 I TVDA Descriotion Section 2.3 (LRFD), 1. to 5. DS1 1 1 6.836 -0.496 193.222 C018 Middle I I 0.000 .,, SL0100.0 Strength Limit State I Negligil:le stresses 0 11 43/ 1177 -74.991 31.679 0.000 C08 Middle 0.065 .,, SL6400.0 Strength Limit State I Maximum shear stress r"""' 0 5 1129 -61 .519 -119.648 58.984 C05 Bottom I 0.378 .,, SL7410.0 Strength Limit State I Maximum normal stress cr, 0 -61 .519 -119.648 58.984 C05 Top 0.380 .,, SL7420.0 Strength Limit State I Minimum normal stress cr2 0 Section 2.4 (ASD), 1. to 7. DS2 1 1 6.836 -0.496 193.222 C013 I I 0.000 .,, SE0500. Serviceability I Negligil:le deflections 00 5 424 -72.744 -89.203 18.790 C011 0.694 .,, SE5000. Serviceability I Deflection in z-direction 00 8.3.3 DESIGN RATIOS ON SURFACES BY LOADING Steel Design Loading Surface Mesh Node/ Mesh Node Coordinates Design Loading Layer Design Check No. No. Bement No. Xlinl I Ylinl I Zlinl Situation No. Side Ration[-] I TVDe Description Strength Design Situation 1.40D C01 1 29 -11 .347 -0.496 193.222 DS1 C01 Middle 0.000 .,, SL0100. Strength Limit State I Negligil:le stresses 00 12 75/1286 -22.514 0.504 191.222 DS1 C01 Middle I I 0.012 ,,, SL6400. Strength Limit State I Maximum shear stress r""" 00 8 17 6.836 0.504 193.222 DS1 C01 Bottom 0.112 ,_, SL7410. Strength Limit State I Maximum normal stress cr, 00 6.836 0.504 193.222 DS1 C01 Top I 0.118 ,,, SL7420. Strength Limit State I tv'lnimum noonal stress cr2 00 C:2:J 1.20D+1.60L CO2 1 2 14.656 -0.496 165.218 DS1 CO2 Middle I I 0.000 ,,, SL0100. Strength Limit State I Negligil:le stresses 00 12 75/1286 -22.514 0.504 191.222 DS1 CO2 Middle 0.010 v' SL6400. Strength Limit State I Maximum shear stress r max 00 8 17 6.836 0.504 193.222 DS1 CO2 Bottom I 0.095 .,, SL7410. Strength Limit State I Maximum normal stress cr, 00 6.836 0.504 193.222 DS1 CO2 Top 0.101 v' SL7420. Strength Limit State I tv'lnimum noonal stress cr2 00 C:J::I 1.20D+W1 C03 1 29 -11 .347 -0.496 193.222 DS1 C03 Middle I I 0.000 "' SL0100. Strength Limit State I Negligil:le stresses 00 71 /37 -29.217 -0.496 167.218 DS1 C03 Middle 0.033 ,_, SL6400. Strength Limit State I Maximum shear stress r""" 00 5 1129 -61 .519 -119.648 58.984 DS1 C03 Bottom I 0.377 "' SL7410. Strength Limit State I Maximum normal stress cr, 00 -61 .519 -119.648 58.984 DS1 C03 Top 0.380 .,, SL7420. Strength Limit State I tv'lnimum noonal stress cr2 S-55 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 112 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 55/66 Sheet Model STEEL 8.3.3 DESIGN RATIOS ON SURFACES BY LOADING Steel Design Loading Surface Mesh Node/ Mesh Node Coordinates Design Loading Layer Design Check No. No. Element No. Xlinl I Ylinl I Zlinl Situation No. Side Ration r-1 1 T""" Descriotion C03 5 1129 00 [.!l.J 1.20D+W2 C04 1 29 -11.347 -0.496 193.222 DS1 C04 Middle I I 0.000 .,, SL0100. Strength Limit State I Negligible stresses 00 11 43/ 1177 -74.991 31.679 0.000 DS1 C04 Middle 0.063 .,, SL6400. Strength Limit State I Maximum shear stress T max 00 43/ 1187 -74.991 31.679 0.000 DS1 C04 Top I 0.338 .,, SL7410. Strength Limit State I Maximum normal stress o, 00 -74.991 31.679 0.000 DS1 C04 Bottom 0.348 .,, SL7420. Strength Limit State I tv'inimum noonal stress 02 00 13.J 1.20D+W1 +L C05 1 29 -11 .347 -0.496 193.222 DS1 C05 Middle I I 0.000 .,, SL0100. Strength Limit State I Negligible stresses 00 71 /37 -29.217 -0.496 167.218 DS1 C05 Middle 0.032 .,, SL6400. Strength Limit State I Maximum shear stress T max 00 5 1129 -61 .519 -119.648 58.984 DS1 C05 Bottom I 0.378 .,, SL7410. Strength Limit State I Maximum normal stress o, 00 -61.519 -119.648 58.984 DS1 C05 Top 0.380 v' SL7420. Strength Limit State I tv'inimum noonal stress 02 00 UI.J 1.20D + W2 + L C06 1 29 -11.347 -0.496 193.222 DS1 C06 Middle I I 0.000 .,, SL0100. Strength Limit State I Negligible stresses 00 11 48/ 1161 57.795 31.679 0.000 DS1 C06 Middle 0.061 .,, SL6400. Strength Limit State I Maximum shear stress T max 00 48/ 1183 57.795 31.679 0.000 DS1 C06 Top I 0.326 .,, SL7410. Strength Limit State I Maximum normal stress o, 00 57.795 31.679 0.000 DS1 C06 Bottom 0.336 v' SL7420. Strength Limit State I tv'inimum noonal stress 02 00 C:5::1 0.90D + W1 C07 1 29 -11 .347 -0.496 193.222 DS1 C07 Middle I I 0.000 .,, SL0100. Strength Limit State I Negligible stresses 00 71 /37 -29.217 -0.496 167.218 DS1 C07 Middle 0.035 .,, SL6400. Strength Limit State I Maximum shear stress T max 00 5 1129 -61 .519 -119.648 58.984 DS1 C07 Bottom I 0.369 ,, SL7410. Strength Limit State I Maximum normal stress o, 00 -61 .519 -119.648 58.984 DS1 C07 Top 0.372 v' SL7420. Strength Limit State I tv'inimum noonal stress 02 00 C:5~ 0.90D + W2 C08 1 29 -11.347 -0.496 193.222 DS1 C08 Middle I I 0.000 .,, SL0100. Strength Limit State I Negligible stresses 00 11 43/ 1177 -74.991 31.679 0.000 DS1 C08 Middle 0.065 ,, SL6400. Strength Limit State I Maximum shear stress T max 00 43/ 1187 -74.991 31.679 0.000 DS1 C08 Top I 0.351 .,, SL7410. Strength Limit State I Maximum normal stress o, 00 -74.991 31.679 0.000 DS1 C08 Bottom 0.361 v' SL7420. Strength Limit State I tv'inimum noonal stress 02 00 [2:3] 1.20D+0.71W1 +0.71W2+L C017 1 29 -11 .347 -0.496 193.222 DS1 C017 Middle I I 0.000 .,, SL0100. Strength Limit State I Negligible stresses 00 6 58/567 -68.352 -92.567 0.000 DS1 C017 Middle 0.042 .,, SL6400. Strength Limit State I Maximum shear stress T max 00 5 1129 -61 .519 -119.648 58.984 DS1 C017 Bottom I 0.280 .,, SL7410. Strength Limit State I Maximum normal stress o, 00 -61 .519 -119.648 58.984 DS1 C017 Top 0.280 ,, SL7420. Strength Limit State I tv'inimum noonal stress 02 00 !Z3l 0.90D+0.71W1 +0.71W2 C018 1 1 6.836 -0.496 193.222 DS1 C018 Middle I I 0.000 .,, SL0100. Strength Limit State I Negligible stresses 00 6 37 /590 -74.991 -85.802 0.000 DS1 C018 Middle 0.050 v-SL6400. Strength Limit State I Maximum shear stress T max 00 37 /600 -74.991 -85.802 0.000 DS1 C018 Top I 0.279 ,, SL7410. Strength Limit State I Maximum normal stress o, 00 58/599 -68.352 -92.567 0.000 DS1 C018 Bottom 0.274 v' SL7420. Strength Limit State I tv'inimum noonal stress 02 00 S-56 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 113 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Dote 11/21/2025 Page 56/66 Sheet Model STEEL 8.3.3 DESIGN RATIOS ON SURFACES BY LOADING Steel Design Loading Surface Mesh Node/ Mesh Node Coordinates Design Loading Layer Design Check No. C09 C010 C011 C012 C013 C014 C015 C016 C019 CO2□ 8.3.4 Surface No. No. Element No. Xlinl I Ylinl I Zlinl Situation No. Side Ration r-1 Serviceability Design S~uation .. o 1 2 14.656 -0.496 165.218 OS2 C09 0.000 -' 2 1115 55.548 -89.203 18.790 OS2 C09 I I 0.061 .,, 11',11 D+L 1 2 14.656 -0.496 165.218 OS2 C010 I I 0.000 ,.,. 2 1115 55.548 -89.203 18.790 OS2 C010 0.061 ,.,. IHI D + 0.60W1 1 30 -5.852 -0.496 193.222 OS2 C011 I I 0.000 ,.,. 5 424 -72.744 -89.203 18.790 OS2 C011 0.694 -' IHI D+0.60W2 2 5 60.795 -21.909 0.000 OS2 C012 I I 0.000 ,.,. 1 4 -24.032 -0.496 193.222 OS2 C012 0.461 -' 11!11 D + 0.45W1 + 0.75L 1 1 6.836 -0.496 193.222 OS2 C013 I I 0.000 ,.,. 5 424 -72.744 -89.203 18.790 OS2 C013 0.535 ,.,. 11!11 D + 0.45W2 + 0.75L 2 5 60.795 -21.909 0.000 OS2 C014 I I 0.000 ,, 1 4 -24.032 -0.496 193.222 OS2 C014 0.321 ,, ._.. 0.60D + 0.60W1 1 29 -11.347 -0.496 193.222 OS2 C015 I I 0.000 ,, 5 424 -72.744 -89.203 18.790 OS2 C015 0.673 ,, ._.. 0.60D + 0.60W2 2 5 60.795 -21.909 0.000 OS2 C016 I I 0.000 .,, 1 4 -24.032 -0.496 193.222 OS2 C016 0.487 ,.,. ~ D + 0.42W1 + 0.42W2 2 5 60.795 -21.909 0.000 OS2 C019 I I 0.000 ,, 5 424 -72.744 -89.203 18.790 OS2 C019 0.454 ,.,. ~ 0.60D + 0.42W1 + 0.42W2 2 5 60.795 -21.909 0.000 OS2 CO2□ I I 0.000 ,, 5 424 -72.744 -89.203 18.790 OS2 C020 0.432 ,.,. DESIGN RATIOS ON SURFACES BY SURFACE Mesh Node/ Design Loading Layer Design Check Element No. X m Y in Z m Situation No. Side Ratio -l' 1-4 I Standard I Rane I 3 -Uniform I d : 0.375 in 11 -A588 (Rates, Strips and Sheets) I Shell 1 6.836 -0.496 193.222 DS1 C018 Middle I 71 /37 -29.217 -0.496 167.218 DS1 C018 Middle S-57 I 0.000 .,, SL0100.0 0 0.041 .,, SL6400.0 0 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM I T""" Descriotion SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 SE0500. Setviceability I Negligible deflections 00 SE5000. Setviceability I Deflection in z-direction 00 Steel Design Desai ion Strength Limit State I Negligible stresses Strength Limit State I Maximum shear stress Tmax e April 14, 2026 Item #6 Page 114 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE ~-3 Final Stamped Structural Calculations " Model: 2599-CVMlA Model 8.3.4 DESIGN RATIOS ON SURFACES BY SURFACE Surface Mesh Node/ Mesh Node Coordinates Design Loading Layer Design Check No. Element No. xnnl Ylinl znnl Situation No. Side Ration r-1 T""" 1 71 /37 -29.217 -0.496 167.218 DS1 C018 Top I I 0.268 v SL7410.0 0 -29.217 -0.496 167.218 DS1 C018 Bottom 0.271 V SL7420.0 0 1,5-7 I Standard I Plane 11 -Uniform Id: 0.187 in 11 -A588 (Plates, Strips and Sheets I Shell 2 5 60.795 -21 .909 0.000 DS1 C01 Middle I I 0.000 v SL0100.0 0 110 60.257 -28.204 1.926 DS1 COB Middle 0.016 .,; SL6400.0 0 108 57.342 -48.606 12.366 DS1 COB Top I 0.219 v SL7410.0 0 109 59.717 -33.220 3.861 DS1 COB Bottom 0.252 v SL7420.0 0 8,9,7,41 Standard I Quadrangle 11 -Unifonn I d : 0.187 in 11 -A588 (Plates, Strips and Sheets) I Shell 3 1 6.836 -0.496 193.222 DS1 C017 Middle I I 0.000 v SL0100.0 0 455 -19.533 -0.496 193.222 DS1 C06 Middle 0.004 v SL6400.0 0 1143 32.397 -95.567 0.000 DS1 COB Bottom I 0.101 v SL7410.0 0 32.397 -95.567 0.000 DS1 COB Top 0.091 V SL7420.0 0 10,11,2,5 I Standard I Quadrangle 11 -Unifonn Id : 0.187 in I 1-A588 (Plates, Strips and Sheets) I Shell 4 5 60.795 -21 .909 0.000 DS1 C01 Top I I 0.000 v SL0100.0 0 1213 -67.495 -72.271 37.584 DS1 C07 Middle 0.003 v SL6400.0 0 292 -71.347 -61 .796 23.792 DS1 C018 Bottom I 0.155 .,, SL7410.0 0 -71.347 -61.796 23.792 DS1 C018 Top 0.188 V SL7420.0 0 3,8, 12, 11 I Standard I Plane 11 -Unifonn Id: 0.187 in 11 -A588 (Plates, Strips and Sheets) I Shell 5 8 -77.991 -21.909 0.000 DS1 C01 Top I I 0.000 v SL0100.0 0 7 -77.991 -95.567 0.000 DS1 C05 Middle 0.025 .,; SL6400.0 0 1129 -61.519 -119.648 58.984 DS1 C05 Bottom I 0.378 v SL7410.0 0 -61.519 -119.648 58.984 DS1 C05 Top 0.380 v SL7420.0 0 13,6,14,12 I Standard I Plane I 2-Unifonn Id: 0.500 in I 1 -A588 (Plates, Strips and Sheets) I Shell 6 5 60.795 -21 .909 0.000 DS1 C01 Top I I 0.000 .,; SL0100.0 0 37 /590 -74.991 -85.802 0.000 DS1 C018 Middle 0.050 v SL6400.0 0 371600 -74.991 -85.802 0.000 DS1 C018 Top I 0.279 v SL7410.0 0 58/599 -68.352 -92.567 0.000 DS1 C018 Bottom 0.274 .,; SL7420.0 0 19-22 I Standard I Quadrangle I1-Unifonn Id: 0.187 in I 1-A588 (Plates, Strips and Sheets) I Shell 7 14 -31.852 0.504 165.218 DS1 C01 Middle I I 0.000 v SL0100.0 0 492 -26.808 0.504 165.218 DS1 C018 Middle 0.010 v SL6400.0 0 504 -70.370 64.894 27.289 DS1 C03 Bottom I 0.223 .,; SL7410.0 0 -70.370 64.894 27.289 DS1 C03 Top 0.239 v SL7420.0 0 23-28 I Standard I Plane 11 -Unifonn Id : 0.187 tn 11 -A588 (Plates, Stnr and Sheets) I Shell 8 16 60.795 21 .909 0.000 DS1 C01 Middle I I 0.000 .,; SL0100.0 0 13 14.656 0.504 165.218 DS1 C03 Middle 0.012 .,; SL6400.0 0 17 6.836 0.504 193.222 DS1 C04 Bottom I 0.198 v SL7410.0 S-58 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM Dote 11/21/2025 Page Sheet STEEL 57/66 Steel Design DescriDtion Strength Limit State I Maximum normal stress o, Strength Limit State I Minimum normal stress 02 Strength Limit State I Negligible stresses Strength Limit State I Maximum shear stress r""" Strength Limit State I Maximum normal stress o, Strength Limit State I Minimum normal stress 02 Strength Limit State I Negligible stresses Strength Limit State I Maximum shear stress Tmax Strength Limit State I Maximum normal stress o, Strength Limit State I Minimum normal stress 02 Strength Limit State I Negligible stresses Strength Limit State I Maximum shear stress r""" Strength Limit State I Maximum normal stress o, Strength Limit State I Minimum normal stress 02 Strength Limit State I Negligible stresses Strength Limit State I Maximum shear stress Tmax Strength Limit State I Maximum normal stress o, Strength Limit State I Minimum normal stress 02 Strength Limit State I Negligible stresses Strength Limit State I Maximum shear stress T""" Strength Limit State I Maximum normal stress o, Strength Limit State I Minimum normal stress 02 Strength Limit State I Negligible stresses Strength Limit State I Maximum shear stress Tmax Strength Limit State I Maximum normal stress o, Strength Limit State I Minimum normal stress 02 Strength Limit State I Negligible stresses Strength Limit State I Maximum shear stress T""" Strength Limit State I Maximum normal stress o, e April 14, 2026 Item #6 Page 115 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structur I @a,lcutatiarTSie sa/66 Sheet Model STEEL 8.3.4 Surface No. 8 9 10 11 12 8.3.5 Surface No. DESIGN RATIOS ON SURFACES BY SURFACE Steel Design Mesh Node/ Mesh Node Coordinates Design Loading Layer Design Check Element No. xnnl Ylinl znnl Situation No. Side Ration r-1 T""" DescriDtion 0 6.836 0.504 193.222 DS1 C04 Top 0.211 .,; Sl7420.0 Strength Limit State I Minimum normal stress 02 0 29-32 I Standard I Q.Jadrangle 11 -Uniform I d : 0.187 in 11 -A588 (Rates, Strips and Sheets) I Shell 18 40.347 120.504 73.222 DS1 CO2 Bottom I I 0.000 .,, Sl0100.0 Strength Limit State I Negligible stresses 0 686 48.795 95.575 0.000 DS1 C017 Middle 0.005 .,; Sl6400.0 Strength Limit State I Maximum shear stress T""" 0 699 -75.309 102.252 9.603 DS1 C07 Bottom I 0.094 .,, Sl7410.0 Strength Limit State I Maximum normal stress o, 0 686 48.795 95.575 0.000 DS1 C017 Bottom 0.095 .,; Sl7420.0 Strength Limit State I Minimum normal stress 02 0 33-38 I Standard I Rane 11 -Uniform I d : 0.187 in 11 -A588 (Rates, Strips and Sheets) I Shell 15 -77.991 21 .909 0.000 DS1 C01 Middle I I 0.000 ., Sl0100.0 Strength Limit State I Negligible stresses 0 699 -75.309 102.252 9.603 DS1 C05 Middle 0.018 .,; Sl6400.0 Strength Limit State I Maximum shear stress Tona, 0 503 -65.796 75.635 43.670 DS1 C03 Bottom I 0.291 .,, Sl7410.0 Strength Limit State I Maximum normal stress o, 0 -65.796 75.635 43.670 DS1 C03 Top 0.289 ., SL7420.0 Strength Limit State I Minimum normal stress 02 0 39,25,40,35 I Standard I Rane 12-Uniform Id : 0.500 in 11 -A588 (Rates, Strips and Sheets) I Shell 15 -77.991 21.909 0.000 DS1 CO1 Top I I 0.000 .,, SL0100.0 Strength Limit State I Negligible stresses 0 43/ 1177 -74.991 31.679 0.000 DS1 C08 Middle 0.065 .,; SL6400.0 Strength Limit State I Maximum shear stress T""" 0 43/ 1187 -74.991 31.679 0.000 DS1 C08 Top I 0.351 ., Sl7410.0 Strength Limit State I Maximum normal stress o, 0 -74.991 31.679 0.000 DS1 C08 Bottom 0.361 .,; Sl7420.0 Strength Limit State I Minimum normal stress 02 0 28,19,38,31 I Standard I Rane I 3-Uniform Id : 0.375 in 11 -A588 (Rates, Strips and Sheets) I Shell 13 14.656 0.504 165.218 DS1 CO2 Middle I I 0.000 ., Sl0100.0 Strength Limit State I Negligible stresses 0 76/ 1272 -29.217 0.504 167.218 DS1 C018 Middle 0.039 ., Sl6400.0 Strength Limit State I Maximum shear stress Tona, 0 -29.217 0.504 167.218 DS1 C018 Bottom I 0.266 .,, Sl7410.0 Strength Limit State I Maximum normal stress o, 0 -29.217 0.504 167.218 DS1 C018 Top 0.272 .,; Sl7420.0 Strength Limit State I Minimum normal stress 02 0 GOVERNING INTERNAL FORCES BY SURFACE Steel Design Point Point Coordinates [in] Design Loading Moments [kipft/ft] Shear F-[kiplft] No. X Y Z Situation No. mx IT1y Vx v nx 1-4 I Standard I Rane 13-Uniform I d : 0.375 in 11 -A588 (Rates, Strips and Sheets) I Shell 1 6.836 -0.496 193.222 DS1 C018 0.0022 0.0021 -0.0022 -0.0018 -0.0356 -0.0107 -0.0059 -0.0272 10.000 .,; SL0100 Strength lirrit State I Negligible stresses Strength lirrit State I Maximum shear stress 71 / 37 -29.217 -0.496 167.218 DS1 -29.217 -0.496 167.218 DS1 -29.217 -0.496 167.218 DS1 .00 C018 -0.2257 -0.2652 0.0336 -0.4806 -3.2813 0.0286 -0.7293 -0.2389 0.041 ., SL6400 .00 Trr,ax C018 -0.2257 -0.2652 0.0336 -0.4806 -3.2813 0.0286 -0.7293 -0.2389 10.268 ., Sl7410 Strength lirrit .oo State I Maximum normal stress o, C018 -0.2257 -0.2652 0.0336 -0.4806 -3.2813 0.0286 -0.7293 -0.2389 0.271 ., Sl7420 Strength lirrit .oo State I 11/inimum normal stress 02 6.836 -0.496 193.222 DS2 CO13 -0.0003 -0.0014 0.0007 -0.0037 0.0068 -0.0625 0.0239 -0.0765 I0.000 "" SE0500 Serviceability I .00 Negligible S-59 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 116 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structur I @a,lcutatiarTSie 59/66 Sheet Model STEEL 8.3.5 GOVERNING INTERNAL FORCES BY SURFACE Steel Design Surface Point Point Coordinates [in] Design Loading Moments [kipft/fl] Shear F. [kip/ft] Axial Forces [kip/ft] Design Check No. No. X y z Situation No. ll1x m, m., Yx Vv n. nv n.v btionl-TvnA Descriotion 1 deflections 4 -24.032 -0.496 193.222 DS2 C016 0.0141 0.0262 0.0225 -0.1309 -0.2437 -0.2457 -0.2772 0.1430 0.487 v SE5000 Serviceability I .00 Deflection in z- direction 1,5-7 I Standard I Plane I 1 -Uniform Id: 0.187 in I 1 -A588 (Plates, Strips and Sheets) I Shell 2 5 60.795 -21.909 0.000 DS1 C01 0.0002 0.0002 0.0000 0.0044 -0.0081 -0.0219 -0.0510 0.0044 10.000 v-SL0100 Strength Linit .00 State I Negligible stresses 110 60.257 -28.204 1.926 DS1 C08 -0.0114 0.0099 -0.0047 -0.5805 0.3111 0.0045 -0.9072 1.6815 0.016 v SL6400 Strength Linit .00 State I Maxirrum shear stress Trrax 108 57.342 -48.606 12.366 DS1 C08 0.0544 0.0534 0.0048 -0.1595 0.1395 -2.6623 -1.6658 1.7285 I0.219 v SL7410 Strength Linit .00 State I Maxirrum normal stress o, 109 59.717 -33.220 3.861 DS1 C08 -0.0584 0.0127 0.0136 -0.4805 0.1937 -0.7570 -2.7168 2.7595 0.252 v SL7420 Strength Linit .00 State I 11/inirrum normal stress 02 5 60.795 -21.909 0.000 DS2 C09 0.0001 0.0001 0.0000 0.0031 -0.0058 -0.0157 -0.0365 0.0031 10.000 v SE0500 Serviceability I .00 Negligible deflections 1 6.836 -0.496 193.222 DS2 C015 -0.0125 -0.0019 0.0011 -0.0750 0.0225 0.3196 -0.1396 -0.1293 0.106 v" SE5000 Serviceability I .00 Deflection in z- direction 8,9,7,4 I Standard I Q.Jadrangle 11 -Uniform I d : 0.187 in 11 -A588 (Plates, Strips and Sheets) I Shell 3 1 6.836 -0.496 193.222 DS1 C017 -0.0008 0.0003 -0.0006 -0.0078 -0.0033 -0.0262 -0.0442 -0.0467 10.000 .., SL0100 Strength Linit .00 State I Negligible stresses 455 -19.533 -0.496 193.222 DS1 C06 0.0050 0.0155 0.0007 -0.0606 0.1516 -0.2304 -0.0274 0.2238 0.004 v SL6400 Strength Linit .00 State I Maxirrum shear stress Trrax 1143 32.397 -95.567 0.000 DS1 C08 0.0067 0.0252 0.0008 -0.0123 -0.0794 0.2980 0.4779 0.4740 10.101 v SL7410 Strength Linit .00 State I Maxirrum normal stress o, 32.397 -95.567 0.000 DS1 C08 0.0067 0.0252 0.0008 -0.0123 -0.0794 0.2980 0.4779 0.4740 0.091 ..,. SL7420 Strength Linit .00 State I 11/inirrum normal stress 02 6 60.795 -95.567 0.000 DS2 C09 -0.0009 -0.0001 0.0007 0.0024 0.0200 -0.2011 -1.1500 -0.0155 10.000 .., SE0500 Serviceability I .00 Negligible deflections 265 -9.497 -110.084 24.330 DS2 C016 -0.0014 -0.0029 -0.0002 -0.0003 0.0096 -0.9213 -0.3146 -0.0101 0.289 ¥ SE5000 Serviceability I 4 .00 Deflection in z- direction 10,11,2,5 I Standard I Quadrangle 11-Uniforrn Id : 0.187 in 1 -A588 (Plates, Strips and Sheets) I Shell 4 5 60.795 -21.909 0.000 DS1 C01 -0.0001 0.0000 0.0000 -0.0016 -0.0018 0.0063 -0.0018 0.0248 10.000 .., SL0100 Strength Linit .00 State I Negligible stresses 1213 -67.495 -72.271 37.584 DS1 C07 0.0374 0.0193 0.0033 -0.1071 -0.0146 -0.3417 -0.2829 -0.0981 0.003 v SL6400 Strength Linit .00 State I Maxirrum shear stress Trrax 292 -71.347 -61.796 23.792 DS1 CO18 0.0371 0.0303 -0.0108 -0.0988 0.0355 -0.8343 -2.0827 0.4156 10.155 ..,. SL7410 Strength Linit .00 State I S-60 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 117 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structur I @a,lcutatiarTSie 60/66 Sheet Model STEEL 8.3.5 GOVERNING INTERNAL FORCES BY SURFACE Steel Design Surface Point Point Coordinates [in] Design Loading Moments [kipft/fl] Shear F. [kip/ft] Axial Forces [kip/ft] Design Check No. No. X y z Situation No. ll1x m, m., Yx Vv n. nv n.v btionl-TvnA Descriotion 4 Maxirrum nonnal stress o, -71.347 -61.796 23.792 DS1 C018 0.0371 0.0303 -0.0108 -0.0988 0.0355 -0.8343 -2.0827 0.4156 0.188 ¥ Sl7420 Strength linit .00 State I 11/inirrum nonnal stress 02 5 60.795 -21.909 0.000 0S2 C09 -0.0001 0.0000 0.0000 -0.0011 -0.0013 0.0045 -0.0013 0.0177 10.000 ._,, SE0500 Serviceability I .00 Negligible deflections 328 -9.713 -3.989 165.146 DS2 C012 0.0003 0.0009 0.0000 0.0001 -0.0004 0.0218 0.0088 -0.0043 0.189 ._,, SE5000 Serviceability I .00 Deflection in z- direction 3,8, 12, 11 I Standard I Rane 11 -Uniform Id: 0.187 in 11 -A588 (Rates, Strips and Sheets) I Shell 5 8 -77.991 -21.909 0.000 DS1 C01 0.0000 0.0001 0.0000 0.0002 0.0095 -0.0216 -0.0475 -0.0007 10.000 .,; SL0100 Strength linit .00 State I Negligible stresses 7 -77.991 -95.567 0.000 DS1 C05 -0.0216 -0.0409 0.0089 0.3584 -0.9477 0.2213 -0.0379 0.3148 0.025 ._,, Sl6400 Strength linit .00 State I Maxirrum shear stress Trrax 1129 -61.519 -119.648 58.984 DS1 C05 0.0932 0.0338 0.0212 -0.2430 -0.0989 -0.0406 -0.4945 -0.0761 I0.378 ..,... SL7410 Strength linit 8 .00 State I Maxirrum nonnal stress o, -61.519 -119.648 58.984 DS1 C05 0.0932 0.0338 0.0212 -0.2430 -0.0989 -0.0406 -0.4945 -0.0761 0.380 .,; Sl7420 Strength linit 8 .00 State I 11/inirrum nonnal stress 02 7 -77.991 -95.567 0.000 DS2 C09 -0.0007 -0.0011 0.0002 -0.0056 -0.0479 -0.2664 -1.7973 0.1734 10.000 ...... SE0500 Serviceability I .00 Negligible deflections 424 -72.744 -89.203 18.790 DS2 C011 -0.0116 -0.0065 0.0021 0.0142 0.0100 -0.0560 -0.0756 0.0251 0.694 .,; SE5000 Serviceability I .00 Deflection in z- direction 13,6,14,12 I Standard I Rane I 2-Unifonn Id: 0.500 in 11 -A588 (Rates, Strips and Sheets) I Shell 6 5 60.795 -21.909 0.000 DS1 C01 -0.0003 0.0001 -0.0004 -0.0019 0.0082 -0.0693 -0.0573 -0.0141 10.000 .,; SL0100 Strength linit .00 State I Negligible stresses 37 /590 -74.991 -85.802 0.000 DS1 C018 -0.3794 -0.3445 -0.0184 -4.5566 -2.8671 -1.6006 0.3151 0.3439 0.050 v-SL6400 Strength linit .00 State I Maxirrum shear stress Tm,x 37 /600 -74.991 -85.802 0.000 DS1 C018 -0.3195 -0.4473 0.1155 3.5244 -2.4715 0.3307 1.0010 -0.4764 10.279 ...... SL7410 Strength linit .00 State I Maxirrum nonnal stress o, 58/ 599 -68.352 -92.567 0.000 DS1 C018 -0.4300 -0.3302 0.1280 -2.1638 3.6258 1.3585 -0.4663 0.2633 0.274 .,; Sl7420 Strength linit .00 State I 11/inirrum nonnal stress 02 5 60.795 -21.909 0.000 DS2 C09 -0.0002 0.0001 -0.0003 -0.0014 0.0058 -0.0495 -0.0409 -0.0101 10.000 ._,, SE0500 Serviceability I .00 Negligible deflections 7 -77.991 -95.567 0.000 0S2 C020 -0.0162 -0.0172 0.0083 0.0814 0.2951 -0.3118 -0.6608 0.1965 0.018 v' SE5000 Serviceability I .00 Deflection in z- direction 7 1 19-221 Standard I Quadrangle 11 -Unifonn Id: 0.187 in 11-A588 (Rates, Strips and Sheets) I Shell 14 I -31.852 I 0.504 I 165.218 I DS1 I C01 I 0.0003 I 0.0005 I -0.0001 I 0.0044 I 0.0235 1 0.0614 1 0.0044 I 0.0321 110.000 ...... 1 SL0100 I Strength linit S -61 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 118 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structur I @a,lcutatiarTSie 61/66 Sheet Model STEEL 8.3.5 GOVERNING INTERNAL FORCES BY SURFACE Steel Design Surface Point Point Coordinates [in] Design Loading Moments [kipft/fl] Shear F. [kip/ft] Axial Forces [kip/ft] Design Check No. No. X y z Situation No. ll1x m, m., Yx Vv n. nv n.v btionl-TvnA Descriotion .00 State I Negligible stresses 492 -26.808 0.504 165.218 DS1 C018 0.0171 0.0466 0.0137 0.0566 0.4140 -0.4206 -1.9416 -0.0969 0.010 ¥ Sl6400 Strength linit .00 State I Maxirrum shear stress Trrax 504 -70.370 64.894 27.289 DS1 C03 0.0455 0.0451 -0.0155 -0.1923 0.0609 -1.3950 -0.4399 -0.1230 10.223 .,-Sl7410 Strength linit .00 State I Maxirrum nonnal stress o, -70.370 64.894 27.289 DS1 C03 0.0455 0.0451 -0.0155 -0.1923 0.0609 -1.3950 -0.4399 -0.1230 0.239 "" Sl7420 Strength linit .00 State I 11/inirrum nonnal stress 02 15 -77.991 21.909 0.000 DS2 C09 0.0000 0.0000 0.0000 0.0008 0.0003 0.0070 -0.0044 0.0164 10.000 .,-SE0500 Serviceability I .00 Negligible deflections 591 -10.897 20.259 162.861 0S2 C016 0.0000 -0.0002 0.0000 0.0000 0.0008 -0.0212 -0.0488 -0.0010 0.190 .,-SE5000 Serviceability I .00 Deflection in z- direction 23-28 I Standard I Rane I 1 -Unifonn Id : 0.187 in I 1 -A588 (Rates, Strips and Sheets) I Shell 8 16 60.795 21.909 0.000 DS1 C01 0.0002 0.0001 0.0000 -0.0045 -0.0094 -0.0213 -0.0575 -0.0047 10.000 .,-Sl0100 Strength linit .00 State I Negligible stresses 13 14.656 0.504 165.218 DS1 C03 -0.0253 -0.0262 0.0023 0.4774 -0.0675 0.9862 -0.3188 -0.4963 0.012 .,-Sl6400 Strength linit .00 State I Maxirrum shear stress Trrax 17 6.836 0.504 193.222 DS1 C04 0.0539 0.0045 -0.0021 -0.3673 -0.1131 -0.6872 0.3847 -0.2790 10.198 "" Sl7410 Strength linit .00 State I Maxirrum nonnal stress o, 6.836 0.504 193.222 DS1 C04 0.0539 0.0045 -0.0021 -0.3673 -0.1131 -0.6872 0.3847 -0.2790 0.211 v' Sl7420 Strength linit .00 State I 11/inirrum nonnal stress 02 16 60.795 21.909 0.000 0S2 C09 0.0001 0.0001 0.0000 -0.0032 -0.0067 -0.0152 -0.0411 -0.0034 I0.000 v' SE0500 Serviceability I .00 Negligible deflections 17 6.836 0.504 193.222 0S2 C015 -0.0057 0.0026 -0.0009 0.0104 0.0542 0.2609 -0.1696 0.1372 0.107 '-" SE5000 Serviceability I .00 Deflection in z- direction 29-32 I Standard I Q.Jadrangle 11 -Uniform I d : 0.187 in 11 -A588 (Rates, Strips and Sheets) I Shell 9 18 40.347 120.504 73.222 DS1 CO2 0.0000 0.0000 0.0000 0.0001 0.0003 -0.1032 0.0590 -0.0395 10.000 v-Sl0100 Strength linit .00 State I Negligible stresses 686 48.795 95.575 0.000 DS1 C017 -0.0067 -0.0232 -0.0005 0.0252 -0.1830 -0.2033 -0.7315 -0.0803 0.005 '-" Sl6400 Strength linit .00 State I Maxirrum shear stress Trrax 699 -75.309 102.252 9.603 DS1 C07 0.0172 0.0069 0.0050 -0.1034 -0.0347 2.2771 1.2719 -0.1370 10.094 v' Sl7410 Strength linit .00 State I Maxirrum nonnal stress o, 686 48.795 95.575 0.000 DS1 C017 -0.0067 -0.0232 -0.0005 0.0252 -0.1830 -0.2033 -0.7315 -0.0803 0.095 v' SL7420 Strength linit .00 State I 11/inirrum nonnal stress S-62 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 119 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structur I @a,lcutatiarTSie 62/66 Sheet Model STEEL 8.3.5 GOVERNING INTERNAL FORCES BY SURFACE Steel Design Surface Point Point Coordinates [in] Design Loading Moments [kipft/fl] Shear F. [kip/ft] Axial Forces [kip/ft] Design Check No. No. X y z Situation No. ll1x m, m., Yx Vv n. nv n.v btionl-TvnA Descriotion 9 02 19 60.795 95.575 0.000 OS2 C09 -0.0010 -0.0003 -0.0008 0.0012 -0.0309 -0.2039 -1.3106 0.0441 0.000 v SE0500 Serviceability I .00 Negligible deflections 759 -7.647 20.309 191.576 OS2 C016 0.0001 0.0002 0.0000 -0.0003 0.0011 -0.0026 -0.0029 -0.0032 I0.291 v" SE5000 Serviceability I .00 Deflection in z- direction 33-38 I Standard I Plane 11 -Unifonn I d : 0.187 in 11 -A588 (Plates, Strips and Sheets) I Shell 10 15 -77.991 21 .909 0.000 OS1 C01 0.0002 0.0001 0.0000 -0.0045 0.0092 -0.0207 -0.0567 0.0045 10.000 v SL0100 Strength Unit .00 State I Negligible stresses 699 -75.309 102.252 9.603 OS1 C05 0.0243 0.0702 0.0010 -0.2342 0.6851 -0.3985 -0.4348 0.0921 0.018 v SL6400 Strength Unit .00 State I Maxirrum shear stress Tmax 503 -65.796 75.635 43.670 OS1 C03 0.0760 0.0311 -0.0048 -0.1409 0.0272 0.0763 0.4983 -0.1376 10.291 v SL7410 Strength Unit .00 State I Maxirrum normal stress o, -65.796 75.635 43.670 OS1 C03 0.0760 0.0311 -0.0048 -0.1409 0.0272 0.0763 0.4983 -0.1376 0.289 v" SL7420 Strength Unit .00 State I Mnirrum normal stress 02 15 -77.991 21.909 0.000 OS2 C09 0.0001 0.0001 0.0000 -0.0032 0.0066 -0.0148 -0.0405 0.0032 10.000 .,. SE0500 Serviceability I .00 Negligible deflections 845 -72.889 86.017 18.268 OS2 C011 -0.0100 -0.0046 -0.0014 -0.0039 0.0457 -0.0390 -0.0411 0.0159 0.541 v SE5000 Serviceability I .00 Deflection in z- direction 39,25,40,35 I Standard I Plane 12-Unifonn Id : 0.500 in 11 -A588 (Plates, Strips and Sheets) I Shell 11 15 -77.991 21.909 0.000 OS1 C01 -0.0004 0.0000 -0.0003 0.0049 -0.0065 -0.0639 -0.0446 -0.0171 I0.000 .,. SL0100 Strength Unit .00 State I Negligible stresses 43/ 1177 -74.991 31.679 0.000 OS1 COB -0.3904 -0.5096 -0.0596 -6.1497 -3.4759 -0.9710 -1.8259 -1 .7916 0.065 v" SL6400 Strength Unit 1177 .00 State I Maxirrum shear stress Tmax 43/ 1187 -74.991 31.679 0.000 OS1 COB -0.4225 -0.5320 0.1826 4.2485 -2.9841 0.1216 -1.4838 0.4871 I0.351 v" SL7410 Strength Unit 1187 .00 State I Maxirrum normal stress o, -74.991 31 .679 0.000 OS1 COB -0.4225 -0.5320 0.1826 4.2485 -2.9841 0.1216 -1.4838 0.4871 0.361 v" SL7420 Strength Unit .00 State I Mnirrum normal stress 02 15 -77.991 21 .909 0.000 OS2 C09 -0.0003 0.0000 -0.0002 0.0035 -0.0046 -0.0457 -0.0319 -0.0122 10.000 .,; SE0500 Serviceability I .00 Negligible deflections 800 -77.991 33.909 0.000 OS2 C016 -0.0133 -0.0877 -0.0315 -0.5712 0.7538 0.1894 1.1104 -0.3962 0.014 .,. SE5000 Serviceability I .00 Deflection in z- direction 28, 19,38,31 I Standard I Plane I 3-Uniform I d : 0.375 in 11 -A588 (Plates, Strips and Sheets) I Shell 12 13 14.656 0.504 165.218 OS1 CO2 0.0061 0.0047 0.0030 0.0342 0.0687 0.0202 -0.1139 0.1306 10.000 v" SL0100 Strength Unit .00 State I Negligible stresses 76/ 1272 -29.217 0.504 167.218 OS1 C018 0.2169 0.2592 -0.0399 0.3378 3.1760 0.4876 -1.6208 -0.5612 0.039 v" SL6400 Strength Unit 1272 .00 State I Maxirrum shear stress S-63 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 120 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structur I @a,lcutatiarTSie 63/66 Sheet Model STEEL 8.3.5 GOVERNING INTERNAL FORCES BY SURFACE Steel Design Surface Point Point Coordinates [in] Design Loading Moments [kipft/fl] Shear F. [kip/ft] Axial Forces [kip/ft] Design Check No. No. X y z Situation No. ll1x m, m., Yx Vv n. nv n.v btionl-TvnA Descriotion 12 Trrax -29.217 0.504 167.218 OS1 C018 0.2169 0.2592 -0.0399 0.3378 3.1760 0.4876 -1.6208 -0.5612 0.266 v" Sl7410 Strength Unit .00 State I Maxirrum normal stress o, -29.217 0.504 167.218 OS1 C018 0.2169 0.2592 -0.0399 0.3378 3.1760 0.4876 -1.6208 -0.5612 10.272 v-SL7420 Strength Unit .00 State I Mnirrum normal stress 02 13 14.656 0.504 165.218 OS2 C09 0.0055 0.0042 0.0027 0.0307 0.0639 0.0209 -0.0919 0.1095 0.000 ¥ SE0500 Serviceability I .00 Negligible deflections 906 -18.062 0.504 189.222 DS2 C016 0.0021 0.0043 -0.0013 0.1184 -0.0405 -0.0405 -0.0147 0.0260 I0.480 ..,,, SE5000 Serviceability I .00 Deflection in z- direction S-64 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 121 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: C-3 Final Stamped Structur I @a,lcutatiarTSie 64/66 2599-CVMlA Sheet Model MODEL 8.3.6 STEEL DESIGN: MAX. OF ALL DESIGN CHECKS, SERVICEABILITY LIMIT STATE, STRENGTH LIMIT STATE, IN AXONOMETRIC DIRECTION Steel Design Steel Design Design check ratio r, max ~ : 0.694 I min ~ : 0.001 S-65 www.dlubal.com RFEM 6.12.0004 • General 3D structures salved using FEM In Axonometric Direction Steel Design I Design Checks by Surfaces 1.100 -0.00% 1.000 -0.00% 0.900 -0.00% 0.800 0.700 0.600 - 0.500 - 0.00% 0.07% 0.29% 0.94% 0.400 -1.02% 0.300 13.38% 0.200 -35.26 % 0.100 -49.04% 0.000 e April 14, 2026 Item #6 Page 122 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: C-3 Final Stamped Structur I @a,lcutatiarTSie 65/66 2599-CVMlA Sheet Model MODEL 8.3.7 STEEL DESIGN: MAX. OF ALL DESIGN CHECKS, SERVICEABILITY LIMIT STATE, STRENGTH LIMIT STATE, IN DIRECTION +Z Steel Design Steel Design Design check ratio r, --x max ~ 0.694 I min ~ 0.001 S-66 www.dlubal.com RFEM 6.12.0004 • General 3D structures salved using FEM In direction +Z Steel Design I Design Checks by Surfaces 1.100 -0.00% 1.000 -0.00% 0.900 -0.00% 0.800 0.700 0.600 - 0.500 - 0.00% 0.07% 0.29% 0.94% 0.400 -1.02% 0.300 13.38% 0.200 -35.26 % 0.100 -49.04% 0.000 25.000 in e April 14, 2026 Item #6 Page 123 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE " Model: 2599-CVMlA C-3 Final Stamped Structur I @a,lcutatiarTSie 66/66 Sheet Model MODEL 9 Design Overview •• 9.1 DESIGN OVERVIEW Design Overview Objects Design Loading Design Check Addon r-No. Location linl Situation No. Ration 1-1 r-DescriDtion Steel Design MerrtJer 10 x: 0.000 DS1 C018 I 0.154 ,., EE2000.00 Oiapter E I Compression acc. to E3 Steel Design MerrtJer 1 x: 0.000 DS1 C03 0.108 ,., 001100.00 Oiapter O I Tension acc. to D2 Steel Design MerrtJer 3,5,6,9,12 x: 0.000 DS1 C03 I 0.000 ,., HH0100.00 Oiapter H I Negigible internal forces Steel Design MerrtJer 1-12 x: 0.000 DS2 C09 0.000 v LL9100.00 Oiapter L I Negligible deflections Steel Design Surface 5 X, Y, Z: -72.744, DS2 C011 0.694 v SES000.00 Serviceability I Deflection in z-direction -89.203, 18. 790 Steel Design Surface 5 X, Y, Z: -61.519, DS1 cos 0.380 v SL7420.00 Strength Linit State I Minirrum normal -119.648, 58.984 stress 02 Steel Design Surface 5 X, Y, Z: -61.519, DS1 cos 0.378 ,., SL7410.00 Strength Linit State I Maximum normal -119.648, 58.984 stress 01 Steel Design Surface 11 X, Y, Z: -74.991, DS1 cos 0.065 v' SL6400.00 Strength Linit State I Maximum shear 31 .679, 0.000 stress Trrex Steel Design Surface 1-12 X, Y, Z: 6.836, DS1 C018 I 0.000 v' SL0100.00 Strength Linit State I Negligible stresses -0.496, 193.222 Steel Design Surface 1-12 X, Y, Z: 6.836, DS2 C013 0.000 v SEOS00.00 Serviceability I Negligible deflections -0.496, 193.222 S-67 www.dlubal.com RFEM 6.12.0004 • General 3D structures solved using FEM e April 14, 2026 Item #6 Page 124 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations ANCHORAGE DESIGN A-1 April 14, 2026 Item #6 Page 125 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE •=iiS~• C-3 Final Stamped Structural Calculations Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier"s comments: 1 Input data Anchor type and diameter: Item number: Specification text: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Rbhu Engineering 1329A Hopkins St, Berkeley CA I Worst Case Anchor Loads Page: Specifier: E-Mail: Date: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8 2198026 HAS-V-36 5/8"x10" (element)/ 2334276 HIT-HY 200-R V3 (adhesive) Hilti 0 5/8 in HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) with 8 in nominal embedment depth per ICC-ES ESR-4868 , Hammer drill bit installation per MPII hat.act = 8.000 in. (hef,limit = -in.) ASTM F1554 Grade 36 ESR-4868 111112024 I 111112026 Design Method ACI 318-14 / Chem Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-14 Fig. R.17.5.2.1 b) Stand-off installation: Profile: Base material: Installation: Reinforcement: cracked concrete, 5000, fc' = 5,000 psi; h = 18.000 in., Temp. short/long: 32/32 °F Hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Input data and results must be checked for confonmity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan A-2 Selinda Martinez Selinda@rbhu.org 11/19/2025 April 14, 2026 Item #6 Page 126 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations i : i i S ~ • ---------------------Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Rbhu Engineering 1329A Hopkins St, Berkeley CA I Worst Case Anchor Loads Geometry [in.] & Loading [lb, in.lb] Design loads Sustained loads X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan A-3 Page: Specifier: E-Mail: Date: 2 Selinda Martinez Selinda@rbhu.org 11/19/2025 2 April 14, 2026 Item #6 Page 127 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations i : i i S ~ • ---------------------Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case Rbhu Engineering 1329A Hopkins St, Berkeley CA I Worst Case Anchor Loads Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+ Tension, -Compression) Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb] N = 2,500; Vx = 0; Vy= -3,000; MX = 0; My = 0; M, = 0; Nsus = 0; Mx,sus = 0; My.sus = 0; Anchor Tension force Shear force Shear force x Shear force y 2,500 3,000 0 -3,000 3 Tension load Load Nua [lb] Capacity ♦ N" [lb] Steel Strength* Bond Strength** Sustained Tension Load Bond Strength* Concrete Breakout Failure** 2,500 2,500 N/A 2,500 * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan A-4 9,832 6,613 N/A 7,318 Seismic no Utilization PN = Nu.J♦ Nn 26 38 N/A 35 3 Selinda Martinez Selinda@rbhu.org 11/19/2025 Max. Util. Anchor[%] 98 Status OK OK N/A OK 3 April 14, 2026 Item #6 Page 128 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations i : i i S ~ • ---------------------Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 3.1 Steel Strength Nsa = ESR value <I> Nsa 2: Nua Variables A.a N [in.2] 0.23 Calculations Nsa [lb] 13,110 Results Nsa [lb] 13,110 3.2 Bond Strength Rbhu Engineering 1329A Hopkins St, Berkeley CA I Worst Case Anchor Loads refer to ICC-ES ESR-4868 ACI 318-14 Table 17.3.1.1 futa [psi] 58,000 <I> steel <I> Nsa [lb] 0.750 9,832 (ANa) = A 'I' ad.Na 'I' cp.Na Nba Nao 2: Nua seeACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) = (2 cN.>2 =10d ~ a 1100 ljl ed,Na = 0.7 + 0.3 e~:n) :5 1.0 'I' = MAX(ca.min CNa) 1.0 cp,Na Cac ' Cac :$ Nba = A a • 't k,c • 71 • da • hef Variables 't k c uncr [psi] da [in.] 2,379 0.625 8.000 Cac [in.] A.a 16.261 1.000 Calculations CNa [in.] ANa [in.2] 9.151 200.24 334.93 'I' cp,Na Nba [lb] 1.000 19,697 Results Na [lb] <I> bond <I> Na [lb] 10,174 0.650 6,613 Page: Specifier: E-Mail: Date: 2,500 ACI 318-14 Eq. (17.4.5.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) ca min [in.] a overhead 5.000 1.000 'I' ed,Na 0.864 2,500 Input data and results must be checked for confonmity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan A-5 1,254 4 Selinda Martinez Selinda@rbhu.org 11/19/2025 4 April 14, 2026 Item #6 Page 129 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations i : i i S ~ • ---------------------Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Rbhu Engineering Address: Phone I Fax: 1329A Hopkins St, Berkeley CA I Design: Worst Case Anchor Loads Fastening point: 3.3 Concrete Breakout Failure -(ANc) Neb -ANcO lj/ ed,N lj/ c,N lj/ cp,N Nb tJ> Neb;:: Nua ~c see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~co = 9 h;, lj/ ed,N = 0. 7 + 0.3 ( ~-S~:J :5 1.0 = MAX(ca,min, 1.5h•f) < 1.0 lj/ cp,N Cac Cac - . I? 1.5 Nb = kc "-a ""ifc h81 Variables h01 [in.] Ca min [in.] lj/ c,N 8.000 5.000 1.000 Calculations ~c[in.2] ANca [in.2] lj/ ed,N 289.00 576.00 0.825 Results Neb [lb] 4> concrete tJ> Neb [lb] 11 ,259 0.650 7,318 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Cac [in.] kc 16.261 17 lj/ cp,N Nb [lb] 1.000 27,200 Nua [lb] 2,500 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan A-6 "-a 1.000 5 Selinda Martinez Selinda@rbhu.org 11/19/2025 fc [psi] 5,000 5 April 14, 2026 Item #6 Page 130 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations i : i i S ~ • ---------------------Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 4 Shear load Steel Strength* Rbhu Engineering 1329A Hopkins St, Berkeley CA I Worst Case Anchor Loads Load Vua [lb] Steel failure (with lever arm)* 3,000 N/A 3,000 3,000 Pryout Strength (Bond Strength controls)** Concrete edge failure in direction y-** * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength v.. = ESR value <Ii vsteel ~ vua Variables A.av [in.2] 0.23 Calculations V58 [lb] 7,865 Results V58 [lb] 7,865 refer to ICC-ES ESR-4868 ACI 318-14 Table 17.3.1.1 futa [psi] 58,000 <Ii steel <Ii V58 [lb] 0.650 5,112 Vua [lb] 3,000 Input data and results must be checked for conformity with the existing conditions and for plausibility! Page: Specifier: E-Mail: Date: Capacity ♦ v. [lb] 5,112 N/A 14,243 3,481 PROFIS Engineering ( c) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan A-7 Utilization Pv = V ua/♦ V" 59 N/A 22 87 6 Selinda Martinez Selinda@rbhu.org 11/19/2025 Status OK N/A OK OK 6 April 14, 2026 Item #6 Page 131 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations i : i i S ~ • ---------------------Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Rbhu Engineering Address: Phone I Fax: 1329A Hopkins St, Berkeley CA I Design: Worst Case Anchor Loads Fastening point: 4.2 Pryout Strength (Bond Strength controls) V cp =kcp [ (~.:) lj/ ed,Na lj/ cp,Na Nba] <l> vcp ;:: vu. ~. seeACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) lj/ ed,Na = 0. 7 + 0.3 (ca.min) :S; 1.0 CNa lj/ = MAX(ca.min CN•) 1.0 cp,Na Cac ' Cac ~ Nba = "-a • 't k,c • 11 • da • hef Variables kcp aoverhead 2 1.000 Cac [in.] "-a 16.261 1.000 Calculations CNa [in.] ANa [in.2] 9.151 200.24 lj/ cp,Na Nba [lb] 1.000 19,697 Results Vcp [lb] (j> concrete 20,347 0.700 't kc uncr [psi] 2,379 334.93 14,243 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) 0.625 8.000 lj/ ed,Na 0.864 3,000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan A-8 c. min [in.] 5.000 7 Selinda Martinez Selinda@rbhu.org 11/19/2025 't kc [psi] 1,254 7 April 14, 2026 Item #6 Page 132 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations i : i i S ~ • ---------------------Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Rbhu Engineering Address: Phone I Fax: 1329A Hopkins St, Berkeley CA I Design: Worst Case Anchor Loads Fastening point: 4.3 Concrete edge failure in direction y- (Ave) V eb = Avc0 '11 ed,V '11 e,V '11 h,V '11 parallel,V Vb tj> Veb ;,: Vua Ave see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b)* Avc0 = 4.5 c!1 o/ ed,V = 0.7 + 0.3c.~~aJ :5 1.0 'Vh,V =~ ;,::1.0 a vb ={1(t.f2 ~) i. ~c!;5 Variables c.1 [in.] Ca2 [in.] '11 e,V 5.000 5.000 1.000 i. d8 [in.] f~ [psi] 1.000 0.625 5,000 Calculations Ave [in.2] Avc0 [in.~ 'V ed,V 93,75 112.50 0,900 Results Vcb[lb] 4> concrete tj> Vcb [lb] 4,973 0.700 3,481 * Anchor row defined by: Anchor 1 ; Case 3 controls 5 Combined tension and shear loads Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.2.1 a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) h8 [in.] 10 [in.] 18.000 5.000 '11 parallel,V 1.000 'Vh,V Vb [lb] 1.000 6,631 Vua [lb] 3,000 l3N 13v ~ Utilization 13Nv [%] Status 0.378 0.862 5/3 98 OK 13 -13' 13' -NV-N+ v<-1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan A-9 8 Selinda Martinez Selinda@rbhu.org 11/19/2025 8 April 14, 2026 Item #6 Page 133 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE •=iiS~• C-3 Final Stamped Structural Calculations Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 6Warnings Rbhu Engineering 1329A Hopkins St, Berkeley CA I Worst Case Anchor Loads Page: Specifier: E-Mail: Date: 9 Selinda Martinez Selinda@rbhu.org 11/19/2025 • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan A-10 9 April 14, 2026 Item #6 Page 134 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE •=iiS~• C-3 Final Stamped Structural Calculations Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 7 Installation data Profile: - Hole diameter in the fixture: - Plate thickness (input): - Rbhu Engineering 1329A Hopkins St, Berkeley CA I Worst Case Anchor Loads Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Page: Specifier: E-Mail: Date: 10 Selinda Martinez Selinda@rbhu.org 11/19/2025 Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8 Item number: 2198026 HAS-V-36 5/8"x10" (element)/ 2334276 HIT-HY 200-R V3 (adhesive) Maximum installation torque: 720 in.lb Hole diameter in the base material: 0. 750 in. Hole depth in the base material: 8.000 in. Minimum thickness of the base material: 9.500 in. Hilti 0 5/8 in HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) with 8 in nominal embedment depth per ICC-ES ESR-4868 , Hammer drill bit installation per MPII 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in. Cleaning • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush Anchor x y c.x C+x c.y c+y 0.000 0.000 12.000 5.000 5.000 12.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan A -11 Setting • Dispenser including cassette and mixer • Torque wrench 10 April 14, 2026 Item #6 Page 135 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE •=iiS~• C-3 Final Stamped Structural Calculations Hilti PROFIS Engineering 3.1.24 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Rbhu Engineering 1329A Hopkins St, Berkeley CA I Worst Case Anchor Loads 8 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: 11 Selinda Martinez Selinda@rbhu.org 11/19/2025 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan A -12 11 April 14, 2026 Item #6 Page 136 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations LOADS IMPOSED SUMMARY L-1 April 14, 2026 Item #6 Page 137 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 PSA26-4050LCA Docusign Envelope ID: 1 D9128D6-8238-408E-80A4-335E11E106CE C-3 Final Stamped Structural Calculations LOAD CASE DEAD WIND RBHU ENGINEERING IMAGINATION Project: Date: CVM1a 11/20/2025 Subject: Worst Case Anchor -Loads Imposed Information SCULPTURE SKIN PER 1/- FINISH GRADE~ -....,......,-----"'-;-,-::;~---,----,-----,--,----______:::,......_,,._---,-----,----,---,'rr----'k CONCRETE TOPPING~~\ ,•,, "',:: ,'11 1 ' SLAB, BY OTHERS , , ' , , ,~, , , , ~' ", ·, '<h ~' '' ,, ' ' ,' ~ ',' BASE PLATE PER 6/-" " , , ,, q ' ' ,,' L} '<1 ~ <] ',i 'q ,o , :,vi q , "' TOP OF FOOTING '<1 ,' • 4 <l ,1 CONCRETE FOUN DATION,~ , ": ', BY OTHERS ' , <]', '<l ' ,, ' '<:1<l,' ANCHOR PER 6/- ,<1'' NOTES: q ' ' , ' 'q 00 1. SEE THE CONCRETE SECTION OF THE STRUCTURAL GENERAL NOTES ON S1 FOR MINIMUM REQUIREMENTS FOR THE CONCRETE FOUNDATIONS. @ TYPICAL ANCHOR Vy (lb) +/-200 +/-2000 Vx (lb) +/-150 +/-2750 Vz (lb) +/-150 + 2600 L-2 DETAIL My (lb-ft) 0 0 Mx (lb-ft) 0 0 Project #: 2599 Mz (lb-ft) 0 0 April 14, 2026 Item #6 Page 138 of 138 Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776