Carlsbad City Council
April 14, 2026

CA Review TL
Meeting Date: April 14, 2026
To: Mayor and City Council
From: Geoff Patnoe, City Manager
Staff Contact: Craddock Stropes, Cultural Arts Manager
[email protected], 442-339-2026
Subject: Agreement for Public Art Fabrication and Delivery at Veterans Memorial Park
Districts: All
Recommend
ed 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.

Execu
tive 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 RESOL

UTION 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 WHERE
AS, 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, a n 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 H
uether & Partners, Inc. for public art fabrication and delivery, consistent with the te
rms 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

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

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

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

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

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

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

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

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 Napa1 CA 94558

CITY OF CARLSBAD
Address 1775 Dove Lane Phone 707-255-5954
Carlsbad1 CA 92011 Email [email protected]
Phone 442-339-2026
Email [email protected]
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

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

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

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

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

April 14, 2026
Item #6 Page 18 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D912BD6-8238-408E-80A4-335E11E106CE PSA26-4050LCA
IN WITNESS WHEREOF, the Parties have executed this Agreement on the date first written above.

CONTRACTOR
Gordon Huether & Partners, Inc., a
Californ ia corporation
By:

By:
(sign here)
Gordon Huether, CEO
(print name/title)
(sign here)
Darcy Huether , Chief Operating Officer/
Secretary
CITY OF CARLSBAD, a municipal
corporation of the State of California
By:

Keith Blackburn, Mayor
ATTEST:

For SHERRY FREISINGER, City Clerk
By:

Deputy City Clerk
If required by City, proper notarial acknowledgment of execution by contractor must be attached .

If a corporation, Agreement must be signed by one corporate officer from each of the following two groups.

Group A
Chairman,
President, or
Vice-President
Group B
Secretary,
Assistant Secretary,
CFO or Assistant Treasurer
Otherwise, the corporation must attach a resolution certified by the secretary or assistant secretary under corporate seal empowering the officer(s) signing to bind the corporat ion.

APPROVED AS TO FORM:

CINDIE K. McMAHON, City Attorney
By: 111-\\ Ujl>tA,S
Assistant City Attorney
City Attorney Approved Version 10/24/2025

April 14, 2026
Item #6 Page 19 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 [email protected] Jason Scott - Sr. Project Manager I 916-837-8009 I [email protected] City
Craddock Stropes - Cultural Arts Manager I 442-339-2026 I [email protected] Krystal Roa - Cultural Arts Program Manager I 442-339-5611 I [email protected] 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

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

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

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

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

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

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

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

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: [email protected]
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

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

April 14, 2026
Item #6 Page 29 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776

PROJECT DESCRIPTION
TIIE PROJECTIS#IMl"INSTM.IATDII.OCA.TEDONNI ESCNiPIENTNltlE\OOIANS IEIOIW.PARK N CN!I.SIW). CH..ftW!tM. TIIE MTWORK IS A 1e-Fm TMJ. WEAlt£RING S1EEL NICHWAY, lffH A 12-Fm IMX lllOTH TN'ERIIG 10 l-f'EET AT Tl£ TOP. Tl£ 1lfATHERNG S1EEL SQM IS Tl£ S'IRl.CTlK RlR Tl£ SCW'TURE ANOISWELOEDATAU.SENG. Tl£STROCT\l!EISWELOEDTOAa-sEPWETIIAJISNOIOREDTOA CONCR£J[f0UtrlWKJNlw.TWUBEDESIIHDlr'l'onDS.

PROJECT INFORMATION
FINIJI« IN£. .ti WIITWH WAY
""'-""""""'

PROJECT DIRECTORY
OORIXIN HUEIHER SJ\lllO
1821 WONTICn.LOIIOAD
-"--SIRUC1\IIW. DQIEER: SEUIM 1M1HZ. PE

DRAWING INDEX
'"'" 132!1AH0PKINSSTRECI'
IIERkB.EY,CAM702
415.9e'J.2525 ,.,.__,,.,
SI GEIOM.NOTESNl.)ROCIERNG
S2 Pl>HS, ELEVATlONS, ANO DE1:AlS

VICINITY MAP
•. / *'l .
/• ~ -•• o/.f1"1 \\ ; • ,...,.f ? _ •
, ..,.. .... .. '. .. , .
• "){ .~:. • \ ••os•-:::,,
• '•··• • ~ ,.,,. •• "·· .1 1.tn,
~~: ,~ . ~=
"~\,. .' \ . .. .. . j
<:;: '. '. . . .. _//
~,::.~~~ "l' " • '.~ I' . ~ ,. ~
1 . " . . . '.. ,..,Q ,
I' ; \•" .;., ; •\. / ,. F.,.~ ~•• .. , .,. 'J f.,<f
• t( ,.l\ .,-) ,, -~ _: , . ,

GENERAL NOTES
I. JU.WORK NID ~lERWS SHIU. COtf'ORltl TO TIIE REQUIREMENT'S Of Tl£ 2022 CM.lf'DRtM BUILDING C0DC (R£FERR£D TO IOEltWTER AS 'cec-)Nll DE C11Y OF'~ Y.IIICHW. COX.

2. AU.DETAIIS,SCCTD«SNIINOTESSHCMNONTl£!WIWINCSN!ENIDUDTOBEM'DI.NIDSHIU.

N'PlY 10 SIIIIAA Sl'I\Mfl>NS DSDIHERE, UIUSS NOTED OftERMSE. H01tS Nil DETMS ON Tl£ DIMftlGS TAI([ PRECEDD«:E CMR Tl£ GENERAL HOltSNII Tl'PICAI. DETM.S.

J. AU.OlilSSICICSANOCCNUCTSIIETEN\INIICJUSan«NTSOFTIIEWORICINGDPMNlSIWJ/M NICHTECTUW.SPEQf'IC\TIOHS(ltERE.wur.,at}SHAl.l.BEIIRCUMTOTIIEAMNTIONOFTIIE STRUCT\M.ENGINEERIIEFOREPROCEEDINGlffHN«OfTIIEWORKIIMll...m.

4. ATMJ.TMESltlECONnW:ltll:SHAl.l.BESOLELYNIDCOIIPLETaYlePONSII.ERlRltlECONDIIIONSOf Tl£J08SITENCIJAllNGWD'l'OfTl£PERSONSNIIPROPERTY,NIDFORAll.NECESSNtl'NDEl'ENIDIT ENCINE[Mt;REYIEJISOflHESECXKITIOHS. T1£MCIITECT'SMENGINEER"SOsm:REYOIS NOT IN'IBUD 10 NCUa R£'11EW Of Tl£ ll1E1»tr Of Tl£ CONnw::10R'S W£TY ltl£ASURES. '- DURIIG#IOAl'TERCONS1RUCl10N,BIJILDERNll/rMCMNERSHIU.ICEEPLDAIJSONSIRIJCIUll:WITHNTIIE UIIISOfDESICNLOIOS.

8. INNOCASESHIU.WORKNCDIIENSKlNSBESCM.EDFROMl'UNS,SEC'TIONSMDCfAISONTIIE --7. SHOP MMINCS SHIU. BE Sl.&HTIEDTO TIIE Sl'IIUCTUM DICIIER PRIORTO rAl!RICAllON WITH SU'FICIENTTIWEFORREYIEWOfDESICNINTENT{AltllNliUilOfl0-.C:M'l'S)f'ORT1£RJJ!MING -
a. S1RUCTlRtllS1EEL

8. NOOFENIQ.CIMSES,NOTCHES,ETC.SHAl.l.BEPIJtCEDNCOUJIM,.osTS,IIEAWS,B[AAICWUS,NI0 StEARWU.SUIUSSSPECFICALI.YNOTEDONTtESEOIWINGS. Tl£CONllW:lORSHIU.NOTFYDE STRUCT\M. ENGINEERwtEN OPJIIINGS 81' OTl£ltS SHOW SUCH OPENtQ.

9. CONnW:TMSHIU.co:JIUIATEAU.SIRI.ICIUIW.FRMINGWITH~PWIIIING#IOELECIRICAL I~ INCUa«l. llJT NOT UltlffED TO. RECESSED HI) SOI-R£CESSED LIGHTING, MECIWICAL DUClSNIDPl'ING,Fl!ESPRNICLERPl'EANOIVOSNIIPI.LlllllGIBINS.,WASIE#IOSUPPLYUNES.

10. CONnW:ltll:SHAU.FOLLOWNIICOIA.YWITHAU.WHUfilCRJRER'SGUIJEUNESANOSfECIACAfl>NSOf Tl£PRDOUCTSll«:IJJDEDNTl£1W.111NGS.

II , All. AS1II DESIGtM.fl>NS SHIU. BE AS MeUD TO IWE UNLESS N0IEO OTllERWISE.

12. ITISSOLELYTl£QENT'SRESP0NSaJTYTOD&HTIIAJTl£U.SAPPROtmtMTERWSUSTEDNTI£ OOIERH.. HOltSN!E USEDANOlw.TNtfSU8STITIJIES MEETltlE#'PRCMD STNICW!DS #Ill Clll1ERIA.

DESIGN CRITERIA
I. 000 L010S: 7,750 LBS
:Z.LHELQI.OS:200LBN1ER,ICJl)NL<WINtf01RECTION
J. SEISltlCDESOtPAAMIETERS: ........... ,,.
""'""""' SJEQASS
IIW'fEDSKIRTPERIDDACULEIWIDN
""""""""
~ - 1.0
D(DEFMl.1)
S.•1.015
r.-1 .20
~•D.81 2 .. .,.,
r.-1.93
S.,•0.♦75
0 DCSIGN~SHEAR:V•c."W ATSTR£NGIHl.[l,{L
(W - EFFEC'lM: SEISltlC WElGH1)
k. co.oNNG SEISltlC RESPONSE COErF1CIENT C-. • D.♦06
RESPONSEltlODIFICATDlfAClOR R•2
0 STRUCTURAL GENERAL NOTES
♦.lllNDIESOtPAAMIETERS:
o. a-SICWlll>SPEEO
:"'" . ""'""""' c. EXPOSURECAT£00R1' C
SMPSf'(AACHFACE)

46.6 PSf' (AACH SUS) . --

CONCRETE
I. Tl£ CONCRETE rt>l.lO.TDI SHIU. BE DESIClN[I) 81" ODl[RS. 1tlE lilNIIIJltl Rlt.NW1DN TID'.NCSS NCI EDCC DISTNICtS TO TIIE POST-l<ISTMlfD ANCHDRS 9WJ. BE:
ltlltaUI rt>l.lO.TDt TIIICKNESS 18"
ltlltaUI EDGE DISTANCE 10 NOIDR 1r
:Z. AU.CCNCRETECONSIIIUCTIONSHAI.I.BEPERCBCCIW'IER 19NIDN olCCMDIHCEWITHN:1318-19, IU.DNGCOU:REQUIREMOO'SFORSTRUCTIM.CONCRCIE.

J. AU.CCNCRETE Slw.l HAVEAIMXMIM 'fMTER-c:aefT 1111.00 Of D.♦8 FOR FOONMTIONS #Ill Slw.lOBrMN A2&-MYMNlllltlCOMPRESSM:S'IRENGTHOf'-OODPSL
♦, EPOXYSET#ICHDRSSIWJ.BENSTMJ.fDNCONCREIETIIAJ~AltlllllillltlNJ£0f21 Ml'SPER.IO D5.5.2. SEETl£"EPOXVNOIORING"SEC'OONOflt£00€RALNDTESFORMJlllllCIIW.ltRRIMTIDN.

5. Tl£ C'AST-IN-l'I.JCE REN'ORCEOO:>NCAETE FCUNIWIDN D£SICN SHW. INCOIFOIWE DIWNNJ£ FOR W.TER IIELOWTl£TOPPIIGSU8.

STRUCTURAL STEEL
I . S1EELIMTDIW.SSIWJ.CONRllMTOTl£FOLLOWNl:

PLATES AS1II AW llfATIONG S1EEL
ELECTROOES AJISA5.29E81Tl-11'2
AU: AWS A5.5 E8018-W
~ Pl.ATES AS1II AW llfATIONG S1EEL
IIAOHBDI.TS#IOTIIRfMJEDRODS AS111FJl25,GRIOEA325,TTPEJ
NU1S AS111A56J,GRIOE DHJMCJ
w&£RS AS!llf♦Je.TTPEJ
:Z. FIWEIMLDOESNC!TCOtf'ORIIWITHltlEASIIIST#IOIROSUSTEDINDES1ROC1\IIW.ORAWINGS, ~lERW. TESTREPOl'TSM REPORT'SOFTESTSw.DE lr'l'TI£ FNIRICAlatDRATESTNl IIBDPA10R'l'SHIU.

CONSTITUTE SUFFICIENT EWlENCE Of~WITH DE DESIGtM.TEDASlltl STANOMOS LISTED ti MSC """""""' 3. M.1.~STEELSHIU.COIFORIITOAISCSfECIACATOCSRlRTl£IOGN,r~,IWJ ERECTIONOFSIRUC'IUIW.S1EELFOREU.DNGS. BDLJHDt.ESSHIU.BE1/IS"IMRSIZED.UIUSSN01Ul Oll£RWISENDIWll'IG.S.NCJIFYEOl:FURGERHDLESARENEEDED.
♦. JU.WElDINGTOCOll'ORIITOTIIEREQJIREMENT'SOFTl£lATE'STMIS01.ISTRUCTIM.lltLDNGCOU:
#IOSIWJ.BEPERFORIIED!r'l'CERIFEDWELOERS.

5. JU.WElDSNOTSfECIFIEDSIWJ.BEa>NTH.OUSru£JlltLOS,USINGNJTLESSTIWITl£MNlllltlSl2ES BASEOONTIIICIOESSOfltlCIC£R PNl'l'a«DPER~NIIS.Nll NNOCASELESSTIWt 1 /♦"UNLESS --6. Tl£CONllW:lORSHAU.BERESfOHSlll.EfORTIIECONTROLOFAU.ERECTIONPIIOCEDLEANO SEQI.ENCESESPECMU.YlffHRELAJIDNTOTEIIPEIMT\J!EDFFER£NTW.S,ERECOONTOLEIWICES,#IOWITH RESPa:TTOSl'IIUCTUMSTEELFRMIN:NIOREIFOACElCOIOIETEWAU.S. , . TI£

SPECIAL INSPECTIONS
I. AS SPEClnED irrcec CtW"TER 17, SPEClll INSP£CflONSHI) TESTS AA£ NOT REQUREO R>R CONS1RUCTIDN OFA MINOR IMTU!E F#'PRCMD IJ'l"TI£ BUl.DIIG OFFICW.. FSPEQAI. l6'EC1llNS ME REQllREO gy Tl£ BUl.DIIG ODWmlENT, TIIE FOI.LOIN:l CONTINLQIS M PERIODIC SPCClll.lNSPECOONS SHAI.L BE PERFORltlEDlr'l'Tl£01111ER'S'IESTNCNIIINSfECTIONMENC't:
o. SIRUC1\IIW.WELONG. DURING1tlElllO.DNGOFNffliEMIIERMCONt£CTIDNN1tlESH<P M FE.O, NCUJDING NDN-DCS1Rl.ll:1M TESTNl Of SPEClll IICIIENT-RESISTING #Ill ECCENIROU.Y IIW:EDS1EELFRAMES. PERIOOICNSPEChlNSPERMITTEDCN.YM.NOIEONCONTRfoCTOOClltlOO'S.

Ol.fllNGDE116.0NGOfREIIFORCNGSTEEL
b. NICltDRSPOST-NSTMlfDNIWIDENEDCOIOIETEMD&RS.
c.EPOXYCONNECIEDHDLDOWNSTOEXISINGCONCRETE(SEEltlE"EPOXV#ICtl:IRING"SEC'lllNOfltlE GOOAL H01tS RlR M>OOlllW. INFOIIIMl1DN),
EPOXY ANCHORING:

I, EPOXYDRRESNM>l£Sl'IESHIU.BEONOfltlEFOLLOWING:
• Ht.Tl HIT-HY 200 \13 MHSM: (ICC-ES-£SR-48158)
, EQUII/M.ENT M.TERtM.lES 11111.1 BE CONSUR£D UPON REQUEST NID SUBMISSDI Of SPttR:ATIONS ANO ICBO EVN.IMOON REPORT.
:Z. EPOXYADl£SNE111.LBEUSEDNM11.0CA.fl>NSWl£REEl1t£RTll!EADEOSIEELRODMREBIRISIIEING EMIIEOOED INTO EXISTHl cot«:RETE OR MASONR'I' M. TEM5IDN NID/M SIEM ElilEIJS.

3. CONTRACTORSHIU.MDINI0IISTAU.RESNANOIW!OOO.,ORILLNI0PREPMEIC>LESPER IMNUfN:11.IIEt'SSfECIACAOON.

4. EXISTINOREltRRCEMENTSHIU.NOTBECUTMtw.WlEDIIUSSl'ElltlmEDINWIIITNGlr'l'TIIEEtGNEER. '- PERIDDCSPECMI.INSPECOONISREQIJIIEOFORTIIROOEDS1EELRODEPOXYSETNEXIS1N.la»«:REIEM --0. PERIOOICINSPECTIONSHIU.BEASn:uDWS:
• 5$0fTENSK»IBDI.TSDRAMNIIUIIOf2ANCHORSSHIU.BE1ESIEDUSINGTIIE DIRECTTDISIONLOOMETHOO:
• f£NSl:INROOSSIWLBE:!l.8E:TTODIIECTf£NSl:INL<W>ASSHOWNFORFMIIR/T£S(1D PERCtNT IIE'MTICl4). Tl£ DISTNIC[ BErlltEN Tl£1fOClRAll>TI£ IESTIIIWAM9.ff'OR'I SIWl lfJT BEl!SSftMN75PEmNTOFTl£EIIIEDIIEN'IOFTl£#OIORBOLT.
20$0fNOIDR8DUSTORQUETEST
""""'"" _..

TESIWGI.OlD,U.O.N.
_!125LBS
"""Tm""'

PRELIMINARY RENDERING BY ARTIST
PSAl6-40SCJLCA C-1 Final Stamped Fabrication Drawings- Gordon Huether Studios ST1UJC'TU'W.ENGl<EE!I :

Zbhu
Selinda Martinez
1329A Hop kins Street
Berkeley
Cslifomla
94702
T. 415.967.2525
[email protected]
Gordon Hu ether
Gordon Hu ethe r Studio
182 1 MonUcelloRoad
Nepa, CA 94558
gh@gOl"l:lonhuether.com
-l:
"' a.
7ii 'C:
0 E
" ::.

Ul ,::
e!
.l!l .,
>
iii
,::
j
]i
Ul
.5
" .c
-.;
:::,
:c
C:
0 l:?
0 C)
•ra - -
1M1-202 5 Pennltset
2599
f
~
~~ _,m
~c'i
11 )~

GENERAL NOTES

AND RENDERING
S1
April 14, 2026
Item #6 Page 30 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 (12),S"tlSTED.ln.TS
Sf'IIUDE'otNLY,
(4)PERFACE
lciJ
J"-1(9'"••
B: SECTION
A: ELEVATION

G TOP SPLICE DETAIL
-­PERI/ -
""""'""""' SI.JB,BYOl'HERS
~PlATEPERe/-
SCAL£: 1••1•-0·
-::-:~t:. •'
•. ~-··:.. ~-. .
"""" 1. SEEltECONCREIES£CTJONOf'ltESJROCTUW..OOIEIW.l«lTESCltS1 F'OR WIIIIUWREQLIREIIENTSFatltECXlNCRCfER»IMTKINS.
@ TYPICAL ANCHOR DETAIL
SCAL£: 3•• 1•-0·
,.,..
~~"{J:e~
ANCHORS w/ a· WN EIIIED
~ I I
_j
'
+
TYP a« PlA1E TO
SKll,AU.NIOl.ltt> ... I
I~ - - --+- - _ :;01
0 BASE PLATE PLAN VIEW
q_
I '
,l t
1x1.r.•
'
----+-
. l ,. _, I''
A: SIDE ELEVATION
0 SCULPTURE ELEVATIONS
~
SCALE; 112·=1 '-o"
t
~
L
PSA26--«>SOLCA C-1 Final Stamped Fabrication Drawings- Gordon Huether Studios 0 SCULPTURE TOP PLAN VIEW
SCAL£: 1/2"=1 ' -o"
q_
~ --- --- - -- - -+- -- --- --- - -------,
TYPSICINltlSICIN,
""' 91)[ ll<•
PLJ(." STED.SICIN.

TIPCALONAU.SIDES
,----t----7
I ------'--->. I
I I :

L ____ r---~ ~~"-
'
I ,:t·'lli
'
J ..
~~; :;;~~:T~::Tl~:,_f_•;_<_•·•_::..~' ·.~ .. _· ------}i MN C0W'AESSf,'E STREtl:TH 5,000 PSI,
FOUNOffl:INDESIGNltlNCORPOR,\TEDIWNIGE
roll WATER en.ow 1t£ TOPPINC SlJ8
SCALE: 112·=1·-o·
~bhu
Selinda Martinez
1329AHopkinsStreet
Berkeley
Cslifomla
94702
T. 415.967.2525
selinda @rbhu.org
Gordo n Huether
Gordon Huether Studio
1821 MonUcelloRoad
Napa, CA 94558
gh@gOfi:lonhue ther.com
-l:
"' a.
7ii ·c:
0 E
" ::.

Ul ,::
e!
J!l
" >
iii
,::
j
]i
Ul
.E
" .s:: .;
:::,
:c
C:
0 l:?
0 C)
•ra - ·
1M 1-2025 Permltset
2599
f
~
~~ _,m
~c'i
11 )~

PLANS, ELEVATIONS

AND DETAILS
S2
April 14, 2026
Item #6 Page 31 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE PSA26-4050LCA

CARLSBAD VETERANS

MEMORIAL

THE RING

DESIGN DEVELOPMENT AND INSTALLATION DETAILS
C-2 Design Development Package
April 14, 2026
Item #6 Page 32 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE - PSA26-4050LCA
Project Background
C-2 Design Development Package
The Veterans Memorial Park Sculpture titled
"The Ring" is a permanent sculptural
installation designed to honor the service and
sacrifice of veterans and their family's.

The Ring symbolizes unity, continuity and
reflection .

Located at the North end of the Veteran
Memorial Park, it serves as both a visual
landmark and an interactive space for
contemplation.

After extensive community engagement and
collaboration with the City Construction Team,
The Ring's schematic design was approved by
City Council on October 7, 2025 triggering the
development of fabrication and installation
details.

April 14, 2026
Item #6 Page 33 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE I Vr\.LV--rV...,VLVT"\
Fabrication Details - General Dimensions and Materials
C-2 Design Development Package
31--011
'-
, ...
;:,..
b
~
,:. 1111
totf, ...
20'-4"
.... \,
'=====;;=~:=====~
I \ I
I
>¾_, - - ··- . ~=---z -~~_,;~ - :. ----
~
-=-=======-=====-==--~
12'-0"
• The overall dimensions of the sculpture will be 20ft 4in wide by 16ft tall by 12ft deep. • 3/16" weathering steel panels rolled and welded to create the form of the sculpture. • To accommodate shipping the sculpture will be fabricated in two halves.

April 14, 2026
Item #6 Page 34 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE r V~V-,.V-.JV~\JT"\
Fabrication Details - Connecting the Halves
C-2 Design Development Package
At the apex of The Ring, the internal structure will be bolted together internally. ftZ) 11"• S1W. 11:ll!S
ll'ACto['IOII >,
(•),... P>l:f_
1'-1'"
\.,t
• 'I. I •
·. ~
•
J'- 1t111.·
-I
0 At the Apex an internal frame will be
welded out of 3/8" weathering
steel to create a mating face to bolt
each half together.
½" Stainless Steel Bolts will join
the mating faces.
t,1151("'~5::> (.II.JI\.
20"~4·
------- -------
,.< ,,
Material will be held back at this
joint to allow access for bolting
during installation
\
(~.J,._---< ::,0 ........ ~
(2) li' lltOC WA!N; Pl>TCS
Once the joint is bolted
weathering steel will be welded
to hide the connection point.

This is not a structural weld.

The welds will be ground flush
with the rest of the skin surface
and allowed to patina with the
sculpture.

April 14, 2026
Item #6 Page 35 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE I Vr\.LV--rV...,VLVT"\
Fabrication Details - Base Plates and Anchoring System
A baseplate 6 in wide by ½"
thick will be welded to the
perimeter of each half of the
sculpture where it meets the
concrete.

BASt Pt.Jr
-ANCHORS •/ 8
TYPBAStPI.ATETO
SKIN, All AROUND
0 2"TYP
r
0 0
' .,
. ----
.
0 0 0
_j
0 . 0
6"TYP
,I'---· -
0 .
.
•
.

This baseplate will have anchor
bolt holes to accept anchor bolts
during installation
C-2 Design Development Package
~
...
"
CONCRETE TOPPING SLAB, 8Y OTHERS
CONCRETE FOOTING. B~ OTHE~S.

MIN COMPRESSIVE STRENGTH 5,000 PSI,
rouNDATION DESIGN TO INCORPORATE DRAINAGE.

FOR WATER BELOW THE TOPPING SLAB
B: Ff
When set in place, the baseplate will
meet the concrete 8" below the finished
concrete surface.

The design of the sculpture is adjusted to
accommodate this.

April 14, 2026
Item #6 Page 36 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE Fabrication Details - Skate Stops
C-2 Design Development Package
There will be 1" by 1" square tube welded to the
interior surface of the sculpture to eliminatee the
ability to skate the sculpture.

April 14, 2026
Item #6 Page 37 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE Fabrication Details - Plague Details
• A bronze plaque will be mounted at a
location to be determined through
the collaboration effort planned with
the City's Landscape Design Team.
• The plaque will have dimensions of
16" wide by 20" tall.
• The plaque can be mounted directly
to the surface of the sculpture, to the
surrounding concrete, or could be
integrated at a landscape element
such as a boulder or bench.
• The text of the plaque will be
developed in collaboration with the
Example of Plaque Material and Dimensions City Construction Team.

C-2 Design Development Package
e- ---- ----·
Example of Sculpture Surface Mounting
April 14, 2026
Item #6 Page 38 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envel?P~!D~1E9-~~BJ~~~!l:408E-B0A4-335E11E106CE Installation Details - Sculpture Delivery
C-2 Design Development Package
It is unlikely that a shipping truck/trailer will be able to access the installation site.

There are many ways to accomplish delivery to the site, and the best way to accomplish delivery will not be determined until the reality of access to the site can be assessed by the installation contractor.

One potential option for delivering the
sculpture to the installation site would
be to load it on a 22ft stake bed truck
with the stakes removed.

One half of the sculpture could be
loaded on the truck at a time.

Since a crane will likely be used for the installation of the sculpture, it could be coordinated to utilize the crane for offloading the sculpture from the truck.

Utilizing a Variable Reach Forklift would be an option as well. . ·~~
April 14, 2026
Item #6 Page 39 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE I Vr\LV--rV...,VLVT"\
Installation Details - Sculpture Positioning of First Half The method of positioning the
sculpture will need to be
determined by the installation
contractor.

One method of positioning
could be to utilize a crane with
an auxiliary Cable.

There will be pick points
fabricated into the sculpture to
rig to.

Since the sculpture will be
delivered on it's side, an
auxiliary cable would be used to
adjust the orientation of the
sculpture.

C-2 Design Development Package
Once the sculpture was oriented
correctly, it would be set into
place on the concrete pad's
recess.

The size and type of crane to be
used would be best determined by
the weight of the sculpture and
the proximity which the crane can
stage.

It is best practice to have the
crane operator walk the site to
determine the appropriate crane,
best staging location and develop
a lift plan
April 14, 2026
Item #6 Page 40 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 ----- - - - - ---Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE Installation Details - Set Anchor Bolts for Sculpture's First Half C-2 Design Development Package .... ~ .....
~ PlATE PER 6/-
..

ANCHOR PER 6/-
NOTES:

II
II
• I I • •II
II
II ,,
11 I.J
«I
l

1. SEE THE CONCRETE SECTION OF THE STRUCTURAL GENERAL NOTES ON S 1 rOR NIMUM REOUIREMOITS rOR THE CONCR£TE f"OUNO-'llONS.
5/8" Epoxy Anchors will be utilized to secure the sculpture to the concrete foundation as specified in the Construction Documents.

Hilti Hit-HY 200 V3 Adhesive or approved equivalent will be used to set epoxy anchors.

There will be a minimum embedment depth of 8" for these Anchor Bolts
Special inspections are required during the installation of these anchor bolts to ensure that manufacturing and
engineering specifications are adhered to.

April 14, 2026
Item #6 Page 41 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE I Vr\LV--rV...,VLVT"\
Installation Details - Second Half Sculpture Positioning Once the position of the first half of the
sculpture is established, it will be time to
position the second half.

With a crane, the second half of the
sculpture will be lifted and set into close
proximity of the final position.

In order to determine alignment the
mating plates of the two halves at the
Apex will need to be bolted together.

Keeping the crane attached to relieve
some gravity while making small shifts to
secure the mating plate bolts will help
align the sculpture.

Once perfect alignment is achieved, the
mating plate bolts are to be tightened
and the epoxy anchors are to be set in
the baseplate.
1"11S<NU:,~) o,i"­
~""~~~--
r---------1
'--~ '
t
.. 1-"""
______ .:::,...,, ,,..,,.,. ------
Once the sculpture is
assembled and the anchor
.,,r"
' "
bolts have cured, the skin to the
access apex mating plates can
be welded closed and ground
flush.

The second pour of concrete
hiding the anchor bolts can be
completed at any time now.

C-2 Design Development Package
\
------J - "'-'" 10 °'"" ,_ ... _
(2) ~- """ .. ,,.,. P\.41E.S
--1 .t -
SCUI.PIUI( "'~
PER 1/-
"'"" ORM)[
N«=OOR PER 6/-
NOT£5,
\.,
-;.
, ~
u
I. SEE Tl£ CONCRETE SECTION Of THE STRUCTURAL G£NERM.. NOTES OH S 1 FOR MINIMUM REOUIROIENTS FOR THE C0NCR£TE FOUNDATIONS.

April 14, 2026
Item #6 Page 42 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE cfeanlng'"'& Maintenance Details
C-2 Design Development Package
The Ring is engineered for long-term durability and requires minima Maintenance.

We recommend cleaning and inspection at least twice a year to ensure the sculpture's longevity. The primary contaminant will typically be bird droppings.

Maintenance Frequency may vary based on environmental
conditions. A detailed guide for cleaning is provided below.

April 14, 2026
Item #6 Page 43 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE I \J~\J-----,-\.1\J\.IL..'-' 17.

Cleaning & Maintenance Details
C-2 Design Development Package
Weathering Steel was selected specifically for the natural patina it develops over time. This patina is integral to the sculpture's aesthetic and also serves as a protective layer that slows further corrosion.

Because cleaning can disrupt this patina and create noticeable visual differences, cleaning should be avoided unless absolutely necessary.

When Cleaning is required, begin with a gentle approach.

Loosen Debris with a soft brush and rinse with water, taking care not to remove the Patina.

April 14, 2026
Item #6 Page 44 of 138
Docusign Envelope ID: C2B48F91-FA24-4E06-AC81-F32BCD30D776 -
Docusign Envelope ID: 1 D9128D6-8238-408E-B0A4-335E11 E106CE Cleaning & Maintenance Details
C-2 Design Development Package
If cleaning results in visible patina loss, the entire surface of that side of the sculpture should be uniformly treated to allow it to repatinate evenly.

Although weathering steel develops patina relatively quickly, achieving a consistent appearance across the cleaned area may take several months.

If the age of the patina on any given side of the sculpture is consistent, then the appearance will remain consistent.

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~t a
$;,\~
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~38 Fi~al8 St::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

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
Response 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~t a
.,.
$;,\~
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]

0.0030681

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]

0.0030681

0.165
Overall Dimensions

0.500 1
••

0.500
l egend
!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 non linear 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
I d 0.181 I in
I d o.500 I in
I d 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 54.291 -8.598 I 58.746 I 0.0001 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
Shee t
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 NODA L SUPPORT NUMBERS
20 , I
z
I I- ,
X
z I
1- ·
,.26
1fi1 u ~ ~ ,.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 Axonometr ic 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

1.001 ~ LC1

1.00 - LC4
a;m D+0.60W1

1.001 ~ 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

1.001 ~ 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
!Z 3l 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 %
I
N. 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
I
M. 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
I
M. 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 IZ 3J 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 ,2 3] 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 IZ 3J 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 Anal ysis
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 Axono metric Direction
Global Deformations
I u) [in]

0.092 - 0.02 %

0.08 3 - 0.47 %

0.075 - 1.99 %

0.067

3.38 %

0.058

3.38 %

0.050 - 3.75 %

0.042 - 4.80 %

0.03 3 - 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 O eqv,Misu,Max [ksi]
max O eqv,Mim,Max : 15.296 I min O eqv,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
O eqv,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 O eqv,Misu,Max [ksi]
z
t .-x
max O eqv,Mim,Max : 9 .A37 I min O eqv,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
O e<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
I I 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
I i

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 0.02351 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
[email protected]
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
[email protected]
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
[email protected]
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
[email protected]
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
[email protected]
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
[email protected]
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
[email protected]
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.f
2 ~) 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
[email protected]
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
[email protected]
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
[email protected]
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
[email protected]
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