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Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 GOODS AND SERVICES AGREEMENT THIS AGREEMENT, is entered into between the City of Bremerton, a Washington Municipal Corporation ("City"), and Miracle Playsystems ("Vendor"), whose mailing address is: 1037 NE 65th St. #82431, Seattle, WA. 98115. The parties agree as follows: L VENDOR SERVICES. The Vendor shall provide the following goods and materials and/or perform the following services for the City: 12' x 32' Marana Shelter Structure per attached quote Q-07951 IL TIME OF COMPLETION. Vendor shall complete the work and provide all goods, materials and services within 126 calendar days from the date all parties have signed this Agreement. III. COMPENSATION. The City shall pay the Vendor the total amount of $38,910.15, including applicable Washington State Sales Tax, for the goods, materials and services contemplated in this Agreement. The City shall pay the Vendor the following amounts according to the following schedule: A. Defective or Unauthorized Work. The City reserves its right to withhold payment from Vendor for any defective or unauthorized goods, materials or services. If Vendor is unable, for any reason, to complete any part of this Agreement, the City may obtain the goods, materials or services on its own or from a third party, and Vendor shall be liable to the City for any additional costs incurred by the City. "Additional costs" shall mean all reasonable costs, including legal costs and attorney fees, incurred by the City beyond the maximum Agreement price specified above. The City further reserves its right to deduct the cost to complete this Agreement, including any Additional Costs, from any and all amounts due or to become due the Vendor. IV. INDEPENDENT CONTRACTOR. Vendor is and shall be at all times acting as an independent contractor and not as an employee of the City. The Vendor shall secure at its expense, and shall be responsible for all payments of income tax, social security, state disability insurance compensation, unemployment compensation, and all other payroll deductions for the Vendor, officer, agents, employees and subcontractors. The Vendor shall also secure all applicable business licenses, if required, in connection with the contract services, including all required licenses for Vendor's officers, agents, employees and subcontractors. V. TERMINATION. The City may terminate this Agreement for good cause. "Good cause" shall include, without limitation, any one or more of the following events: A. The Vendor's refusal or failure to supply a sufficient number of properly skilled Page 1 of 8 Goods and Services Agreement Rev. 04/2023 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 workers or proper materials for completion of this Agreement. B. The Vendor's failure to complete this Agreement within the time specified in this Agreement. C. The Vendor's failure to make full and prompt payment to subcontractors or for material or labor. D. The Vendor's failure to comply with federal, state or local laws,rules or regulations. E. The Vendor's filing for bankruptcy or becoming adjudged bankrupt. If the City terminates this Agreement for good cause, the Vendor shall not receive any further monies due under this Agreement until the goods, materials, and services required by this Agreement are completed and fully performed by the City or a third party of the City's choosing. VI. CHANGES. The City may issue a written change order for any change in the goods, materials or services to be provided during the performance of this Agreement. If the Vendor determines,for any reason,that a change order is necessary, Vendor must submit a written change order request to an authorized agent of the City within fourteen (14) calendar days of the date Vendor knew or should have known of the facts and events giving rise to the requested change. If the City determines that the change increases or decreases the Vendor's costs or time for performance, the City will make an equitable adjustment. The City will attempt, in good faith,to reach agreement with the Vendor on all equitable adjustments. However, if the parties are unable to agree, the City will determine the equitable adjustment as it deems appropriate. The Vendor shall proceed with the change order work upon receiving either a written change order from the City or an oral order from the City before actually receiving the written change order. If the Vendor fails to require a change order within the time allowed, the Vendor waives its right to make any claim or submit subsequent change order requests for that portion of the contract work. If the Vendor disagrees with the equitable adjustment the Vendor must complete the change order work; however, the Vendor may elect to protest the adjustment as provided below: A. Procedure and Protest by the Vendor. If the Vendor disagrees with anything required by a change order, another written order, or an oral order from the City, including any direction, instruction, interpretation, or determination by the City,the Vendor shall: 1. Immediately give a signed written notice of protest to the City; 2. Supplement the written protest within fourteen (14) calendar days with a written statement that provides the following information: a. The date of the Vendor's protest. b. The nature and circumstances that caused the protest. c. The provisions in this Agreement that support the protest. d. The estimated dollar cost, if any, of the protested work and how that estimate was determined. e. An analysis of the progress schedule showing the schedule change Page 2 of 8 Goods and Services Agreement Rev. 04/2023 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 or disruption if the Vendor is asserting a schedule change or disruption. 3. The Vendor shall keep complete records of extra costs and time incurred as a result of the protested work. The City shall have access to any of the Vendor's records needed for evaluating the protest. The City will evaluate all protests, provided the procedures in this section are followed. If the City determines that a protest is valid, the City will adjust payment for work or time by an equitable adjustment. No adjustment will be made for an invalid protest. B. Vendor's Duty to Complete Protested Work. In spite of any protest, the Vendor shall proceed promptly to provide the goods, materials and services required by the City under this Agreement. C. Vendor's Acceptance of Changes. The Vendor accepts all requirements of a change order by: (1) endorsing it, (2) writing a separate acceptance, or (3) not protesting in the way this section provides. A change order that is accepted by Vendor as provided in this section shall constitute full payment and final settlement of all claims for contract time and for direct, indirect and consequential costs, including costs of delays related to any work, either covered or affected by the change. D. Failure to Protest Constitutes Waiver. By not protesting as this section provides, the Vendor also waives any additional entitlement and accepts from the City any written or oral order(including directions, instructions, interpretations, and determination). E. Failure to Follow Procedures Constitutes Waiver. By failing to follow the procedures of this section, the Vendor completely waives any claims for protested work and accepts from the City any written or oral order(including directions, instructions, interpretations, and determination). VII. CLAIMS. The Vendor shall give written notice to the City of all claims other than change orders within fourteen (14) calendar days of the occurrence of the events giving rise to the claims. Any claim for damages, additional payment for any reason, or extension of time, whether under this Agreement or otherwise, shall be conclusively deemed to have been waived by the Vendor unless a timely written claim is made in strict accordance with the applicable provisions of this Agreement; or, if(and only if) no such provision is applicable, unless that claim is set forth in detail in writing and received by the City within seven (7) calendar days from the date Vendor knew, or should have known, of the facts giving rise to the claim. At a minimum, a Vendor's written claim must include the information set forth regarding protests in Section VI(A)(2)(a)-(e). FAILURE TO PROVIDE A COMPLETE, WRITTEN NOTIFICATION OF CLAIM WITHIN THE TIME ALLOWED SHALL BE AN ABSOLUTE WAIVER OF ANY CLAIMS ARISING IN ANY WAY FROM THE FACTS OR EVENTS SURROUNDING THAT CLAIM OR CAUSED BY THAT DELAY. Page 3 of 8 Goods and Services Agreement Rev. 04/2023 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 Vendor must, in any event, file any claim or bring any suit arising from or connected with this Agreement within 120 calendar days from the date the contract work is complete. VIII. WARRANTY. The Vendor shall correct all defects in workmanship and materials within one year from the date of the City's acceptance of the contract work. When defects are corrected, the warranty for that portion of the work shall extend for one year from the date such correction is completed and accepted by the City. The Vendor shall begin to correct any defects within seven (7) calendar days of its receipt of notice from the City of the defect. If the Vendor does not accomplish the corrections within a reasonable time, the City may complete the corrections and the Vendor shall pay all costs incurred by the City in order to accomplish the correction. IX. INDEMNIFICATION. Vendor shall defend, indemnify and hold the City, its officers, officials, employees, agents and volunteers harmless from any and all claims, injuries, damages, losses or suits, including all legal costs and attorney fees, arising out of or in connection with the performance of this Agreement. Vendor's obligation to indemnify shall not extend to that portion of damages caused by the City's sole negligence. The City's inspection or acceptance of any of Vendor's work when completed shall not be grounds to avoid any of these covenants of indemnification. Should a court of competent jurisdiction determine that this Agreement is subject to RCW 4.24.115, then, in the event of liability for damages arising out of bodily injury to persons or damages to property caused by or resulting from the concurrent negligence of the Vendor and the City, its officers, officials, employees, agents and volunteers,the Vendor's liability hereunder shall be only to the extent of the Vendor's negligence. IT IS FURTHER SPECIFICALLY AND EXPRESSLY UNDERSTOOD THAT THIS INDEMNIFICATION CONSTITUTES THE VENDOR'S WAIVER OF IMMUNITY UNDER INDUSTRIAL INSURANCE TITLE 51 RCW, SOLELY FOR THE PURPOSES OF THIS INDEMNIFICATION. THE PARTIES ACKNOWLEDGE THAT THEY HAVE MUTUALLY NEGOTIATED THIS WAIVER. The provisions of this section shall survive the expiration or termination of this Agreement. X. INSURANCE. The Vendor shall procure and maintain for the duration of this Agreement, insurance against claims for injuries to persons or damage to property that may arise from or in connection with the performance of the contract work by the Vendor, its agents, representatives, employees or subcontractors. Before beginning work on the project described in this Agreement, the Vendor shall provide a Certificate of Insurance evidencing: A. Automobile Liability insurance with limits no less than $1,000,000 combined single limit per accident for bodily injury and property damage; and B. Commercial General Liability insurance written on an occurrence basis with Page 4 of 8 Goods and Services Agreement Rev. 04/2023 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 limits no less than $1,000,000 combined single limit per occurrence and $2,000,000 aggregate for personal injury, bodily injury and property damage. Coverage shall include but not be limited to: blanket contractual; products/completed operations/broad form property damage; and employer's liability. C. Excess Liability insurance with limits not less than $1,000,000 limit per occurrence and aggregate. D. Professional Liability insurance with limits no less than $1,000,000 limit per occurrence/claim. E. Workers Compensation insurance as statutorily required by the Industrial Insurance Act of the State of Washington, Title 51, Revised Code of Washington and employer's liability with limits not less than $1,000,000. Any payment of deductible or self-insured retention shall be the sole responsibility of the Vendor. All required policies shall be provided on an "occurrence" basis except professional liability insurance (if required), which shall be provided on a"claims-made"basis. The City shall be named as an additional insured on the Commercial General Liability insurance policy, as respects work performed by or on behalf of the Vendor and a copy of the endorsement naming the City as additional insured shall be attached to the Certificate of Insurance. The City reserves the right to receive a certified copy of all the required insurance policies. The Vendor's Commercial General Liability insurance shall contain a clause stating that coverage shall apply separately to each insured against whom claim is made or suit is brought, except with respects to the limits of the insurer's liability. The Vendor's insurance shall be primary and non-contributory insurance as respects the City and shall contain a waiver of subrogation against the City for claims arising out of any operations, liabilities and obligations to which coverage applies. It shall be an affirmative obligation upon Vendor to advise the City's Risk Manager by fax at(360)473-5161, or by certified mail, return receipt requested to City of Bremerton, Attn: Risk Management, 345 6th Street, Suite 100, Bremerton, WA 98337 within two days of the cancellation, suspension or substantive change of any insurance policy required herein, and failure to do so shall be construed to be a breach of this Agreement. The City also reserves its unqualified right to require at any time and for any reason, proof of coverage in the form of a duplicate of the insurance policy with all endorsements as evidence of coverage. XI. MISCELLANEOUS. A. Licenses and Taxes. Vendor shall possess a current Bremerton Business License Page 5 of 8 Goods and Services Agreement Rev. 04/2023 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 and any regulatory license required to fulfill Vendor's obligations under this Agreement. B&O taxes shall be paid when due, and Vendor, by this Agreement, assigns any payments due under this Agreement to the City Clerk for payment of such taxes which have been declared delinquent. B. Conflict and Precedence. In the event of a conflict between the contract documents, the document which rates higher on the following list shall take precedence: 1. Amendments/ Change Orders to Goods and Services Agreement 2. Goods and Services Agreement 3. Specifications 4. Terms and Conditions 5. Vendor's Proposal C. Documents Incorporated by Reference. The following documents are incorporated by reference, including but not limited to: 1. Terms and Conditions, 2. Specifications, 3. Proposal, and 4. Non-Collusion Affidavit. D. Use of Photographs and Images. Vendor shall not use or distribute photographs or images depicting City officials, personnel, property, or equipment whether prepared by Vendor or provided by City without prior written consent of the City. The City will not unreasonably withhold its consent. E. Equal Employment Opportunity Statement. In the hiring of employees for the performance of work under this Agreement, the Vendor, its subcontractors, or any person acting on behalf of Vendor shall not discriminate in any employment practice on the basis of age (40+), sex, race, creed, color, national origin, sexual orientation/gender identity, marital status, military status, or the presence of any physical, mental or sensory disability. F. ADA Statement. The City of Bremerton does not discriminate on the basis of disability in programs and activities, which it operates pursuant to the requirements of the Americans with Disabilities Act of 1990, and ADA Amendments Act. This policy extends to both employment and admission to participation in the programs, services and activities of the City of Bremerton. Reasonable accommodation for employees or applicants for employment will be provided. G. Compliance with Laws. Vendor shall comply with all federal, state and local laws, rules and regulations throughout every aspect in the performance of this Agreement. H. Prevailing Wages. Vendor shall file a "Statement of Intent to Pay Prevailing Wages"with the State of Washington Department of Labor& Industries prior to commencing the contract work. Vendor shall pay prevailing wages and comply with Chapter 39.12 of the Revised Code of Washington, as well as any other applicable prevailing wage rate provisions. The latest prevailing wage rate revision issued by the Department of Labor and Industries is attached. Page 6 of 8 Goods and Services Agreement Rev. 04/2023 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 L Work Performed at Vendor's Risk. Vendor shall take all precautions necessary and shall be responsible for the safety of its employees, agents, and subcontractors in the performance of this Agreement. All work shall be done at Vendor's own risk, and Vendor shall be responsible for any loss of or damage to materials, tools, or other articles used or held for use in connection with the work. J. Governing Law. This Agreement shall be governed and construed in accordance with the laws of the State of Washington. If any dispute arises between the City and Vendor under any of the provisions of this Agreement, resolution of that dispute shall be available exclusively under the jurisdiction, venue and rules of the Kitsap County Superior Court, Kitsap County, Washington. K. Attorney's Fees. In any claim or lawsuit for damages arising from the parties' performance of this Agreement, each party shall be responsible for payment of its own legal costs and attorney's fees incurred in defending or bringing such claim or lawsuit; however, nothing in this subsection shall limit the City's right to indemnification under Section IX of this Agreement. L. Written Notice. All communications regarding this Agreement shall be sent to the parties at the addresses listed below, unless otherwise notified. Any written notice shall become effective upon delivery, but in any event three (3) calendar days after the date of mailing by registered or certified mail, and shall be deemed sufficiently given if sent to the addressee at the address stated in this Agreement. Notices to be sent to: Notices to be sent to: CITY: VENDOR: Attn: Attn: Cameron Rosenburg City of Bremerton Miracle Playsystems 345 6th Street, Suite 100 1037 NE 65th St. #82431 Bremerton, WA 98337-1891 Seattle, WA. 98115 M. Assignment. Any assignment of this Agreement by the Vendor without the written consent of the City shall be void. N. Modification. No waiver, alteration, or modification of any of the provisions of this Agreement shall be binding unless in writing and signed by a duly authorized representative of the City and Vendor. O. Severability. If any one or more sections, subsections, or sentences of this Agreement are held to be unconstitutional or invalid, that decision shall not affect the validity of the remaining portion of this Agreement and the remainder shall remain in full force and effect. P. Suspension & Debarment. For contracts involving Washington State or Federal funding, Vendor hereby certifies, by signing this agreement, that neither it nor its principals are presently debarred, suspended, proposed for debarment, declared ineligible, or voluntarily Page 7 of 8 Goods and Services Agreement Rev. 04/2023 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 excluded from participation in this transaction by any Washington State, Federal department, or agency. Vendor shall provide immediate written notice to the City if at any time it learns that it is or has become ineligible for certification. Should Vendor enter into a covered transaction with another firm, Vendor agrees by signing this agreement that it will verify that the firm with whom it intends to do business is not debarred, suspended, ineligible, excluded or disqualified. Q. Entire Agreement. The written provisions and terms of this Agreement, together with any attached Exhibits, supersede all prior verbal statements by any representative of the City, and those statements shall not be construed as forming a part of or altering in any manner this Agreement. This Agreement and any attached Exhibits contain the entire Agreement between the parties. Should any language in any Exhibit to this Agreement conflict with any language contained in this Agreement, the terms of this Agreement shall prevail. IN WITNESS WHEREOF, the parties below have executed this Agreement. CITY: VENDOR: CITY OF BREMERTON MIRACLE PLAYSTATIONS Signed by: Signed by: 6tsftmtu, By.• By: aAr4co95EaEz4(REG WHEELER E4S7e6Ve n Print Name: Print Name: Its: MAYOR Its: Presi d 9/26/2024 /25/2024 Date: Date: APPROVED AS TO FORM: ATTEST: Signed by: Signed by: B : iktul(ked leulx 16/11 A, AwAxGr Y 52AL.bbE838113U4b2... By: ®' 24D D fE45C41 F... KYLIE J. FINNELL, Bremerton City Attorney ANGELA HOOVER, City Clerk R:\Legal\Legal\Forms\FORMS ON COBWEB\Goods and Services Agreement Rev.04 2023.docx Page 8 of 8 Goods and Services Agreement Rev. 04/2023 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 9/5/2024 Job Number: 24-4594 Job: Bremerton-Classic Rec Shelter Quote Name: Quote-24-4594-Bremerton-Classic Rec Shelter Quote Number: Q-07951 oMIys Prepared by: DESIGNING PLAY Cameron Rosenberg cameron@miracleplaygroup.corn Terms: Net 30 Sub Total: $35,632.00 Remit to: Miracle Playsystems Estimated Tax: $3,278.15 1037 NE 65th St#82431 Total: $38,910.15 Seattle, WA,98115 Classic Recreation Product Code Description 411. Qty Rate Total Estimated Tax(if applicable) EQUIP20 Marana Shelter Structure 1 $31,699.00 $31,699.00 $2,916.31 T&G GUTTERS AND 2 DNSPOUTS Width: 12 Length:32 Tiers: 1 Roof Type: Mega-Rib Fascia:Wood Roof Pitch: 2:12 2x6 T&G Sub-roof:Yes Number of Columns: 3 Column Mounting Type: Direct bury Eave Height:8' Frame Finish: Zinc rich primerw/TGIC powder coat Freight Freight 1 $3,933.00 $3,933.00 $361.84 Sub Total:$35,632.00 Total Estimated Tax: $3,278.15 Grand Total: $38,910.15 Bremerton-Classic Rec Shelter MIRACLE PLAYSYSTEMS — 1037 NE 65th St#82431,SEATTLE,WA 98115 — (800)879-7730 Page 1 of 3 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 9/5/2024 CITY OF BREMERTON Company: p—Signed by: Signature: BAF400e3EoE7476... GREG WHEELER, MAYOR Name: 9/26/2024 Date: Please confirm or edit order information below. 111. End User Company: Bill To Email: City of Bremerton End User Contact: Bill To: End User Email: City of Bremerton, 680 Lebo Blvd, Delivery Contact: Bremerton,WA, Delivery Email: 98310 Delivery Phone: Delivery Address: Customer Reference It: 1978 Price Road NW Bremerton WA 98312 Site Address: 1978 Price Road NW Bremerton INDEMNITY Client/Owner shall defend,indemnify and hold harmless Miracle Playsystems,its officers,directors,board of trustees,agents,or employees and each of them,from any and all claims,demands, causes of action in law or in equity,damages,penalties,costs,expenses,reasonable attorneys'fees,reasonable experts'fees,reasonable consultants'fees,judgments,losses or liabilities,of every kind and nature whatsoever arising out of or in any way connected with or incidental to,the performance of the services under this Agreement or any of the obligations contained in this Agreement("Claims").Without limitation,"damages"include personal injury,including,but not limited to bodily injury,emotional injury,sickness or disease,or death to persons,including,but not limited to,any employees or agents of Miracle Playsystems,or any other person;or other damages of any kind to anyone including,without limitation,economic loss,property damage and loss of use thereof.It is expressly acknowledged and agreed that each of the foregoing indemnities is independent,that each shall be given effect,and that each shall apply despite any acts or omissions,misconduct or negligent conduct,whether active or passive,on the part of,or othercontractor(s);provided,however,Miracle Playsystemsdutyto indemnify shall be limited to the percentage orthe degree Miracle Playsystems comparative negligence caused any damages. STANDARD NOTES • Price quotation is good for30 days.Accurate color selections must be made in writing priorto equipment going into production.Colorsto be confirmed with your local sales representative. • Please email/fax quotation with your signature to accept this quote and place order.Fax510-893-2163oremaillnfo@MiraclePlayGroup.com Bremerton-Classic Rec Shelter MIRACLE PLAYSYSTEMS — 1037 NE 65th St#82431,SEATTLE,WA 98115 — (800)879-7730 Page 2 of 3 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 9/5/2024 • Unless otherwise specified,Miracle Playsystems DOES NOT include the following in this proposal: • Engineered drawings • Installation of equipment or other site amenities • Specialty trades,equipment,power supply required to install equipment • Any insurance requiring in excess of$1M/$2M per occurrence,special insurance coverage or wording,Prevailing/Certified wage rates,local permitting,bid/performance bonds,temp fencing,geo tech surveys,playground safety inspection,equipment offload,and testing services. • Inspect equipment upon delivery.Color discrepancy must be reported at time of delivery.Installation constitutes acceptance of colors. • Warranty does not cover laborfor reinstallation. TERMS &CONDITIONS • Purchase contract terms&conditions of sale:The client/customer's acceptance and understanding of these terms&conditions and all other supporting documentation provided as part of this package is evidenced by signing of this estimate/quote. • Payment terms:Standard terms(on approved credit),unless otherwise noted are Equipment:50%due upon order,,50%due net 30 days after ship date,subject toapproval by Miracle Playsystems Credit Manager.Equipment shall be invoiced separately from other services and shall be payable in advance of those services and project completion.Installation Services:25%deposit is required at the time of equipment order,balance of the installation will be billed upon completion,due net 30 days. Retainage not accepted.Should any changes be required to the products after order is placed,modifications or cha nges will be at client/customers expense.Miracle Playsystems maintains a no return policy and asks all clients to determine feature,layout and color selection priorto ordering.Should any order be cancelled after production has started a 30%restocking fee will be charged to client.Credit card convenience fee is 3.5%which will be added to all credit card charges. • Lead times:Estimated lead timesforthe time the order is released into production until it is delivered will vary. • Lead times may currently be extended due to reasons such as supply chain issues,shipping delays,raw material shortages,and other COVID-19 related impacts. • Custom play feature lead times a re determined on a case by case basis. CONSTRUCTION SERVICES (if applicable) Unless otherwise noted,we exclude responsibility for material delivery&offloading equipment,removal&disposal of packaging accumulated by equipment packaging,project security, landscape&hardscape repair based on access route to site,delays or returns due to layout conflicts or delay of other trades,removal of spoils from job site,locating underground:utilities, pipes,obstructions in work area,conditions unforeseen and/or not disclosed at time of estimate,permits,engineering,material testing,soil samples,CPSI.Conditions:Grades;stable, compacted&workable with 95%compaction and less than 1%grade,adequate access to site for labor,materials,tools and equipment.Estimate good for30 days from quote or Dec.31 of current calendar year,whichever comes first.Terms:Upon completion. GENERAL TERMS • THIS QUOTE IS LIMITED TO AND GOVERNED BY THE TERMS CONTAINED HEREIN:Miracle Playsystems objects to any otherterms proposed by client,in writing or otherwise, as material alterations,and all such proposed terms shall be void.Client authorizes Miracle Playsystems to ship equipment and agrees to pay the total specified.Shipping terms are FOB the place of shipment via common carrier. • Client and owner/operator agree to indemnify and hold Miracle Playsystems,harmless from and against all liabilities,losses,penalties,damages and expenses,including costs and attorney fees,resulting from any and all claims,liens,damages,actions,suits,judgments or settlements,injuries arising or alleged to arise out oftheirfailure,or failure of architect,contractors,subcontractors,installers,employees,agents and assigns to assemble,install,inspect and/or maintain the play equipment and impact absorbing surfacing in full compliance with each manufacturers installation instructions and safety requirements and their misuse and/or alteration of the play equipment. CITY OF BREMERTON Company: ,... .s Signature: 6Hr46vy�tatr4�r,... MIRACLE Name: GREG WHEELER, MAYOR i iays�1�� s DESIGNING PLA Date: 9/26/2024 Bremerton-Classic Rec Shelter MIRACLE PLAYSYSTEMS — 1037 NE 65th St#82431,SEATTLE,WA 98115 — (800)879-7730 Page 3 of 3 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 Public Works and Utilities Department 100 Oyster Bay Ave. N. • Bremerton, WA 98312 • (360)473-5920 • FAX(360) 473-5360 DATE: 7/16/24 TO: Procurement File FROM: Parks&Recreation Department SUBJECT: Sole Source Determination In accordance with Bremerton Municipal Code 2.76.090, Sole Source Purchases, the purpose of this memorandum is to document the necessity of sole source procurement methodology for the purchase of Kitsap Lake Park picnic shelter Reasoning (check all supporting options below and remove unnecessary items): ❑ Compatibility to existing City standard or to existing equipment, inventory, systems, data, programs or service. (Attach the business case for the standard and attach a copy of the standard if it is written). ❑ Licensed or patented product with only one dealer. (Include a vendor signed statement/Affidavit explaining why this particular licensed or patented product is the only one suitable for your purpose) ❑ Authorized service provider, repair and/or warranty services. The City requires service or repair support for products or equipment owned by the City, and the vendor is either a factory authorized warranty service provider or that particular vendor is required for warranty services according to the conditions of a current City contract. (Include a vendor signed statement/Affidavit explaining and certifying to the relationship between the vendor and service provider). ❑ Unique design: Requires unique features that are essential aesthetic requirements, or not practical to match to existing design or equipment, such as artwork. Describe. ❑ Special bargain: This might include a surplus item, an auction sale, used equipment, returned "open box" purchase, or other similar one-time bargains. Describe. ❑ Delivery date: Only one supplier can meet required delivery date. Explain why this delivery date is essential. This can only be used in limited circumstances, for delivery deadlines that are the result of an unanticipated situation, and not a circumstance that could have been reasonably anticipated or averted by advance City planning. 2 Project or research continuity: Product, systems, services or data must comply with an ongoing project, research, data, testing or analysis without a compromise in the integrity of the project. • Page 1 VENDOR NAME July 16, 2024 Rev. 09/2022 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 Public Works and Utilities Department CITY OF 100 Oyster Bay Ave. N. • Bremerton, WA 98312 • (360)473-5920 • FAX(360) 473-5360 BREMERTON Also, this should be a situation that cannot be replicated by another company because there is a legal or physical obstruction to disclosing the project information to allow another company the opportunity to replicate. Examples include situations where a company has legal and/or proprietary rights to customization such as software code, or to data; or testing or data is collected through a unique measuring instrument that cannot be accurately duplicated and offered by another vendor. Engineered plans and details were based on this shelter design(12'x32'structure w/cantilevered roof with 3 columns)and structural calculations were completed when shelter was previously bought for this project through KCDA.When project was delayed due to in-water permitting that shelter was transferred to Haddon Park project. ❑ Requirement by funding source: Lender, grantor (such as federal government) or other provider of funds requires the specific product, service or system. Attach a copy of the document that clearly shows such a requirement is imposed by the funding source. ❑ Legal monopoly: Only one supplier, such as electricity, water, or sewage. ❑ Trial and evaluation projects: A limited duration, limited scope pilot, trial or evaluation of a product, range of products or services. A trial or evaluation project would typically be part of establishing a standard for a City department, or to pilot a particular product or services for a City need. Describe the pilot, specify the scope of the pilot, and attach information to confirm that the pilot is part of a purposeful department pilot initiative. 2 Other: Describe why this is the only company that can provide the sole source product or service. Provide the support document that explains why a particular product, manufacturer, or service is necessary and provide support for why the company you requested is the only available company. Attached structural calculations and engineered plans. Cost/Quote support: Per quote no. •24-4594 at a total cost of:$31,356.79 , our staff believes this is a fair and reasonable price. Therefore, it is my determination that it is in the City's best interests to purchase the 12'x 32'Maran Shelter Structure through direct negotiation, pursuant to BMC 2.76.090 and 2.76.010, and that sole source purchase of these is justified for this procurement. Recommended by: Colette Berna, Park Preservation&Dev. Manager Name, Title • Page 2 VENDOR NAME July 16, 2024 Rev. 09/2022 Docusign Envelope ID: EA7FE645-3200-4810-B81 B-946906DE1 B80 Public Works and Utilities Department CITY OF 100 Oyster Bay Ave. N. • Bremerton, WA 98312 • (360)473-5920 • FAX(360) 473-5360 BREMERTON Approved by: Brian Hauschel, Interim Director Name, Title of Department Director • Page 3 VENDOR NAME July 16, 2024 Rev. 09/2022 Docusign Envelope ID: 7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 • CATCH BASIN TYPE 1 WITH SOLID LID PER ' • OB STD DETAIL 4002,RIMEL=181.9' . GENERAL NOTES: /, o : w POINT TABLE 1. PICNIC SHELTER SHALL BE ADA ACCESSIBLE /'' #111110\14H / ! / ° 4#104 72 ,,w POINT#f NORTHING EASTING ELEVATION DESCRIPTION ` f wE 3563CORNE© w :E:::: ;:OVER6 1 212117.10 11793466 181.82 CORNER� 8"RTOOLED 2 212144.22 1179363.54 82.15 CORNER C i EDGE - / ) sAli, i p^ DOWNSPOUT 4 : w S44' 603 212137.85 1179373.71 181.97 CORNER TILL 3"FINE COMPOST INTO TOP 6"OF UNDERLYING r`S% 4 y w w SOIL AND HYDROSEED(SEE GENERAL NOTE 9) r /� 2'X 35'DOWNSPOUT 4 / PERFORATED 4"PVC PIPE / INFI1 LTRATION TRENCH, . 0 4 w ' i SOLID WALL PVC PIPE / f SEE DETAIL ON SHEET 04. ; : / A w 1 :.. 440 ' rf ( r. d Q / • SUBDRAIN CLEANOUT I PICNIC SHELTER e f74 ( • a w " v `; wSLAB,SEE DETAILS r ♦ e a— DRAINAGE DIRECTION • F� / Cl. w /,•r fry �.r���-" lrlj a ! w w w 4 w / d 1 \,;. `-` { w w w FULL DEPTH EXPANSION JOINT, //ems .v TYP OF 3 EVENLY SPACED �.r 6"x10"COLUMN(BY OTHERS) v • SLAB,MONOLITHIC f • / I HANDHOLE Wl COVER r r •!cl MIN�p w41.li u POUR #3 HORZ REBAR HOOPS 1 , '° S+T MIN FROMr 7 Q% r ) TOp OF Sa FINISH GRADE I_ 6"O.C.(3)IN TOP 5" ' f ; f - f i SLOpEw 4 / SLAB :c3. A .1, • . \\--- 1± _ 44 L 1 i I,i • 1 ( XI , v w LIGHT BROOM FINISH {I ( t / w oxoo COLUMN,TYP ,-"'" _' ii I v I i POWER TO BE- - O O O 4' s a O D C �.. ' ' LOCATED AT THIS -- w i •°' ? F '} �• POLE ONLY.SEE w II I q __ _ .-...__._f 1 1 1 SHEET UT1 w 4 a a lI n f` 41 o 4 III a v, CONSTRUCTION JOINT ri•i _ i '•y �{' / W W d BETWEEN FOOTING AND SLAB m it •" t 600 W w t o I a STUB UPELEC CONDUIT(ALL CONDUIT BEWTEEN THE PICNIC _ SHELTER FOOTING FOUNDATION AND THE ADJACENT • O PLAN q a I eI r JUNCTION BOX)PER LOCAL CODE,SEE UT1 FOR LOCATION ir. a• SCALE IN FEET •+ a DRILLED HOLE,DO NOT FORM, i 0 5 10 a REMOVE STANDING WATER 4 ` a I I- ° ` CLASS 3000 PSI CONCRETE n a 41 14 � a d • #3 HOOPS 6"OC i 32' N ° P. �`_(6)Ito VERTICAL REBAR a PICNIC SHELTER COLUMN(BY OTHERS) a �e ' a + ri Ya"PLATE y I ti T. + MESH 3" w3"DOBIE BRICK 6"CLASS 3000 CONC.SLAB W!W4x4 FINISHED GRADE y" 7--- t r FINISHED GRADE I CLEAR /WIRE MESH I Op LAWN AREAS2 e I ° I e fa Y " �y ' I I UNDISTURBED SUBGRADE 1. a a oV m --! < 4"CSTC(05% 1m CLASS 3000 COMPACTION) t7 ' I _ f CONC.FOOTING i a CAISSON FOOTING, a '' ," SEE DETAIL O Et. ri+ I It • >a 2-8 FOOTING DEPTH STRUCTURAL 8111 DESIGN IS CONCEPTUAL. CONCEPTUAL VENDOR SHALL SUPPLY PICNIC SHELTER SLAB FOOTING DESIGN. DIRECT BURY CAISSON FOOTING ° AND FOUNDATION DETAIL PICNIC SHELTER ``.. SECTION q DETAIL Know what's below. NO SCALE NO SCALE - Call before you cdig, BID SET g of WAsy, P o�,,ose c, , REVISIONS a 2" FIELD 000K 1-, DWG No. b °o o CITY OF BREMERTON KITSAP LAKE PARK IMPROVEMENTS FI. NO DESCRIPTION DATE BY � ,�,,,. DEPARTMENT OF PARKS& RECREATION Parametrik GB y,° ro V TWO INCHES AT FULL SCALE PICNIC SHELTER GRADING PLAN AND DETAILS aS SHEET ILE ACCORDINGLY y ao a^' IF NOT SCALE Ba lgoe" sSZ `� .^1,+•4 r:xp o CERALDE CHECKED BY;J. SWENSON e� SCALE DRAWING NO. DRAWN BY: J. CROFOOT IDES€GN BY, J. 13 r Pq PE ARC' OF 4/12/24 I I -I - - HORIZ.AS NOTED VERT.AS NOTED DATE: MAR 2024 WASH. P.L.A.#201184-44 DATE:MAR zo24 WASH. P.L.A. #656 DATE MAR 2024 z 23 5 — w Docusign Envelope ID:7FCCF276-71 DB-4F95-8BE1-330F1 DBD7DF8 + r Structural Calculations for Kitsap Lake Park 32' x 12' Marana Model Bremerton, WA Basis of Design 1 Canopy Layout and Tributary Column Areas 2 Calculaton of Design Wind Loads -Main Force Resisting Systems 3 Risa Calculations 4-13 Bolt Check Calculations 14 Post/Rafter Connection Calculations 15-16 Web Compression and BendingCalculations 17-18 p Foundation Calculations 19 Seismic Analysis to Design Wind Loads 20-22 Super Span 24 Ga Metal Roofing Load Tables 23 HR-36 Roof Panel Load Tables 24-25 Kitsap Lake Park 32' x 12' Marana Model Details Sheets 1 - 12 March 07, 2022 '1.171 r0� 4 / N/ONAL1 'EXPIRES: 6/1 8/2 0 2 31 Mt 17, 2022 Structural Calculations and Design Details Applicable to Installation of One - 32' x 12' Marana Model at the Subject Site AMMTEC CONSULTANTS, PLLC CONSULTING ENGINEERING SERVICES 2447 W 12ih Street,Suite 1 Tempe,AZ 85281 Phone:(480)927-9696 Fax:(480)927-9797 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 .�77��,� CLIENT: CRS 22016 Prepared By: EBS till CONSONANTS PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK Bremerton,WA Date: 03/07/22 GENERAL NOTES&BASIS OF DESIGN I.BUILDING CODE IBC 2015 ASCE 7-10 2.GRAVITY DESIGN: Sail Cloth Ventilation Reduction: N/A EXPOSURE C Seismic Design Category= D OCCUPANCY CLASS A Risk Category= II 3 SECOND WIND GUST 115 (mph) Structure Obstructed N Min: 0.48 (kPa) 10.0 (psf) Live Load: 20.0 (psf) Dead Load: 1.9(psf) Snow Load: 30.0(psi) SR: 0.957(kPa) Dead Load: 0.09(kPa) SS= 1.436(kPa) Member Dead Load will be included in the Risa Calculation 3.SOILS: Net allowable Bearing pressure.................. 1,000 psf Ultimate passive pressure............. 100 psf Minimum footing depth 12 (inches)Unless local conditions are greater CONCRETE I.CODES AND STANDARDS. Comply with the following Codes: A.ACI 318,"Building Code Requirements for Reinforced Concrete". B.ACI 347,"Recommended Practice for Concrete Form Work". 2.MATERIALS shall conform to the following: D.Air entrainment: ASTM C260 A.Cement;ASTM C150,Type V,Portland Cement. E.Fly ash: ASTM C618 B.Hard rock aggregates: ASTM C33 F.Calcium chloride SHALL NOT be used. Lightweight aggregates:ASTM C330 C.Water shall be potable. 3.MIX DESIGNS: A.The maximum slump shall be 4"w/o plasticizer added. C.Limit fly ash to 20%of the total cement. B.Use pea gravel and/or plasticizer in congested areas. D.Concrete mixes shall conform to the following: Max Min 28 Day Dry Aggregate Cement Strength Weight Size Entrained Per CY Type of Concrete Member (psi)* W/C Ratio (pc1) (inches) Air (%) (Ibs) Footings&Slabs on Grade 2500 0.45 150 3/4 5±1 517 *(Special Inspection not required) 4.CONSTRUCTION: A.Mechanically vibrate concrete during placement. 5.FOOTINGS: B.Center footings on structure above,UNO. C.Exterior footings to be embedded a minimum depth. STEEL 1.CODES AND STANDARDS. Comply with: A.CRSI"Manual of Standard Practice". B.ACI"Detailing Manual",ACI 315(or SP-66). Reinforcing: 60 ksi A-615-Grade 60 HSS Tube: 46 ksi A-500 Roof Decking: 50 ksi A-792-Grade 50 Pipe: 36 ksi A-501 Bolts ASTM A36,ASTM A307 as specified on details 2.CONSTRUCTION: A.Detail,bolster,and support all rebar.Tie bars securely with proper clearances before casting concrete. B.Use rebar free flaky rust,grease,dirt,and other materials,which affect bond. C.Minimum lap splices(inches): Bar II ff3 _ ff4 fly 116 Inches 16 20 24 33 D.Make cold bends. DO NOT use heat. DO NOT re-bend a previously bent bar. E.Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and pennanently exposed to earth .... 3(inches) Slabs-On-Grade(SOG) Center of slab,UNO F.DO NOT weld reinforcing unless specifically noted. 1 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 1 CLIENT: CRS 22016 Prepared By: EBS ��,� 1�'1 I` CON SUIll"tNTS PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK Bremerton,WA Date: 03/20/22 Member Weights psf Area Ttl Wt(Ws)Roof Type&Guage: 1.44 384 553 T&G Roofing 3.6 384 1373 Misc Appurtenances R Malls. 0.5 384 192 Total Material Rise Weight= 1228 Areas Trib: t'r w= 192 SF Cnr.= 192 SF Total Weight= 1,973 CNpc= 64 SF CNLc= 64 SF 20%Snow Load for Seismic= 1935 Total Load for Seismic= 3,908 Roof Snow Load[IBC 1608,ASCE 7) (Eq 7-1)pt=0.7`Cr'C,'I'pe pc—Ground Snow Load= 30 psf Canopy Dimensions C,=Exposure Factor— 1.0[ASCE T 7-2] Width 12 (ft) length 32 (ft) Cis=Thermal Factor= 1.2[ASCE T 7-3] Roof Pitch 2 (in)V 12 (in)H I=Inipoortance Factor= 1.0[ASCE T 7-4] Column Height 8.33 (ft)Columns 3 p,= 25.2 psf Top of Structure Height 10 (ft) C,=Sloped Roof Coeff= 1,00[ASCE F 7-2] (Eq 7-2)pr-C,'pr 25.20 psf Structure Geometry Rectangle Spans Rectangle Area Formula 3 AWL 38411"2 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 CLIENT: CRS 22016 Prepared By: EBS TI n 1 CoNSUurt.TTS PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK Bremerton,WA Date: 03/07/22 Calculaton of Design Wind Loads -Main Force Resisting Systems ASCE 7-10 Exposure: C Occupancy Class: A Eq: p=qh*G*CN (Eq 27.4-3)[262] 3s Wind Gust(mph): 115 z EA') Where: qh=0.00256*kz*ki,*k1,*V2*I (Eq 27.3-I)[260] f! C z= 10 kr 0.85 (T 27.3-I)[261] 0 0.85 kz,=(I+k1*k2*k3)2 (F 26.8-1)[253] 15 0.85 ki= 0.29 H/L1f=0 (F 26.8-I)[253] 20 0.9 k2= 1.0 X/L11 0 (F 26.8-I)[253] 25 0.94 k3= 0.0 Z/hf1=Z/0 (F 26.8-1)[253] 30 0.98 kr 1.0 35 1.01 kl, 0.85 - 40 1.04 V= 115 mph (F 26.5-IA)[247a] 45 1.065 50 1.09 q1,=0.00256*0.85*1*0.85*115^2= 24.46 psi' 60 1.13 G= 0.85 (S 26.9.4)[254] Rise Run qi,*G= 20.79 psf Roof Pitch= 2 12 a= 9.5 Degrees CN Values interpolated to 9.5 degrees CNW= p(psi) CNI.=p(psi) a= 9.5 Case A-Clear/Unobstructed\Vind Flow:y=0° -0.68 -14,14 -1.00 -20.73 ACN= 0.32 CN(A.,.e.)= -0.84 Case B-Clear/Unobstructed Wind Flow:y=0° -1.53 -31.88 0.00 0.00 ACN= -1.53 CN(Arg)= -0.77 Case A-Clear/Unobstructed\Vind Flow:y=180° 1.01 20.93 1.50 31.22 ACN= -0.49 CN(Ave)= 1.25 Case B-Clear/Unobstructed\Vind Flow:y=180° 1.65 34.38 0.30 6.28 ACN= 1.35 CN(A )= 0.98 (F27.4-4 thru F27.4-7)[267-2701 Main Wind Force Resisling System 0.25 5 h/L 5 1.0 Figure 6-18A ' Net Pressure Coefficient,CN Monoslope Free Roofs Open Buildings q 5 45°, .y=0°, 180° L L 0.5 L 0.5 L 0.5 L 0.5 L CHW CNL Wind CNI. CNWWind Direction Direction It 0r •h 0r y ° y=0° // /////////////// ////////////////// Roof Load Wind Direction,y=0° Wind Direction,y=180° Angle Case Clear Wind Flow Obstructed Wind Flow Clear Wind How Obstructed Wind Flow 0 CNW CNI. CNW CNL CNW CNL C . C . - 0° A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -1.1 -0.1 -1.1 •0.6 -1.1 -0.1 -1.1 -0.6 7.5a A -0.6 -I -1 -1.5 0.9 1.5 -0.2 -1.2 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 15" A -0.9 •1.3 -1,1 -1.5 1.3 1.6 0.4 -1.1 B -1.9 0 -2.1 •0.6 1.8 0.6 1.2 -0.3 3 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 zz,z4 Envelope Only Solution CRS SK-6 EBS Kitsap Lake Park Mar 7, 2022 at 12:23 PM 22016 Kitsap Lake Park 32'x 12'Marana... 4 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 A,@ Aryl A,s Ana 404 414 449 A>>J tTh AJ, Envelope Only Solution CRS SK- 7 EBS Kitsap Lake Park Mar 7, 2022 at 12:23 PM 22016 Kitsap Lake Park 32'x 12'Marana... 5 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 Ica F�bi Ad64, koV j ae / 'cd % 4, Ad n 01. 2 E 0 U 2 W Envelope Only Solution CRS SK- 8 EBS Kitsap Lake Park Mar 7, 2022 at 12:24 PM 22016 Kitsap Lake Park 32'x 12'Marana... 6 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 •�o •ss •70 s, •7o -so 00 •7o Member Code Checks Displayed(Enveloped) Envelope Only Sokdion CRS SK- 10 EBS Kitsap Lake Park Mar 7, 2022 at 1:04 PM 22016 Kitsap Lake Park 32'x 12'Marana... 7 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 / Company : CRS Mar 7,2022 I ''R'SA Designer EBS Checked1:41 PM ANEl.1ETSCIIEY,CO�'pp11Y Job Number 22016 By:MJK Model Name : KitsapLake Park Hot Rolled Steel Properties Label E[psi] G(psi] Nu Therm(/1E..Densityllb/f... Yieldjpsi]_ Ry Fu[psi] Rt 1 A36 Gr,36 2.9e+7 1.115e+7 .3 .65 490 36000 1.5 58000 1.2 2 A572 Gr.50 2.9e+7 1.115e+7 .3 .65 490 50000 1.1 58000 1.2 3 A992 2.9e+7 1.115e+7 .3 .65 490 50000 1.1 58000 1.2 4 A500 Gr.42 2.9e+7 1.115e+7 .3 .65 490 42000 1.3 58000 1.1 5 A500 Gr.46 2.9e+7 1.115e+7 .3 .65 490 46000 1.2 58000 1.1 Design Size and Code Check Parameters Label Max De th in _Min Depth[in]� Max Width in Min Width in Max Bending Chk Max Shear Chk -1-1 Typical Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Ru... A[in2] lyy[in4] lzz[in4] J[in4] 1 End Column HSS7X7X3 Column Tube A500 Gr.46 Tvpica 4.67 36 36 56.1 2 Mid Column HSS7X7X3 Column Tube A500 Gr.46 Typica 4.67 36 36 56.1 3 End Rafter HSS10X4X3 Beam Tube A500 Gr.46 Tvpica 4.67 13.9 57.8 36.5 4 Mid Rafter HSS10X4X3 Beam Tube A500 Gr.46 Typica 4.67 13.9 57.8 36.5 5 Ext#1 HSS4X3X2 Beam Tube A500 Gr.46 Tvpica 1.54 2.27 3.52 4.38 6 Ext#2 HSS4X3X2 Beam Tube A500 Gr.46 Typica 1.54 2.27 3.52 4.38 7 Perimeter HSS6X3X2 Beam Tube A500 Gr.46 Tvpica 2 3.23 9.43 7.73 8 Fascia HSS6X3X2 Beam Tube A500 Gr.46 Typica 2 3.23 9.43 7.73 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N2 0 8 0 0 2 N3 0 0 -2 0 3 N4 0 8.333333 -2 0 4 N5 0 9.666667 -10 0 5 N6 0 10 -12 0 6 N8 2 8 0 0 7 N10 2 8.333333 -2 0 8 N11 2 9.666667 -10 0 9 N12 2 10 -12 0 10 N15 -14 0 -2 0 11 N16 -14 8.333333 -2 0 12 N17 -14 9.666667 -10 0 13 N20 -30 8 0 0 14 N22 -30 8.333333 -2 0 15 N23 -30 9.666667 -10 0 16 N24 -30 10 -12 0 17 N26 -28 8 0 0 18 N27 -28 0 -2 0 19 N28 -28 8.333333 -2 0 20 N29 -28 9.666667 -10 0 21 N30 -28 10 -12 0 22 N31 2 9 -6 0 23 N32 -30 9 -6 0 RISA-3D Version 17.0.4 [C:1...1...1...1...1...1Kitsap LakegPark 32'x 12' Marana Model Bremerton, WA CRSI22061.r3d] Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 I ICompany 1 RISA : CRS Mar 7,2022 Designer EBS 1:41 PM Job Number 22016 Checked By:MJK Aft-1..f_„cHL (0'..1W,r Model Name : Kitsap Lake Park Joint Boundary Conditions Joint Label X[lb/in] Y[Ib/in] Z[lb/in] X Rot.[k-ft/radj Y Rot.fk-ft/radl Z Rot.fk-ft/radl 1 N27 Reaction _ Reaction Reaction Reaction Reaction Reaction 2 N15 Reaction _ Reaction Reaction Reaction Reaction _ Reaction 3 N3 Reaction Reaction Reaction Reaction Reaction Reaction Member Area Loads (BLC 1 : Dead Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitudejp.sf�_ 1 N8 N20 N24 N12 Y I Perp to A-B -5 Member Area Loads (BLC 2 : Live Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N8 N20 N24 N12 Y Perp to A-B -20 Member Area Loads (BLC 3 : Snow Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[p]sf 1 N8 N20 N24 N12 Y Perp to A-B -25.2 Member Area Loads (BLC 4 : Wind Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N8 N20 N32 N31 Perp Perp to A-B 0 2 N31 N32 N24 N12 Perp Perp to A-B -31.88 Member Area Loads (BLC 5 : Earthquake Load X) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N8 N20 N24 N12 X Perp to A-B 10.47 Member Area Loads (BLC 6 : Wind uplift) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psfl� 1 N8 N20 N32 N31 Perp Perp to A-B 34.38 2 N31 N32 N24 N12 Perp Perp to A-B 6.28 Member Area Loads (BLC 7 : Earthquake Load Z) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N8 N20 N24 N12 Z Perp to A-B 10.47 Member Primary Data Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design R.. 1 M1 N27 N28 End Column Column Tube A500 Gr.46 Tvpica 2 M2 N3 N4 End Column Column Tube A500 Gr.46 Typica 3 M3 N15 N16 Mid Column Column Tube A500 Gr.46 Tvpica 4 M4 N26 _ N28 Ext#1 Beam Tube A500 Gr.46 Typica 5 M5 N2 N4 Ext#1 Beam Tube A500 Gr.46 Tvpica 6 M6 N28 _ N22 170.54 Ext#2 Beam Tube A500 Gr.46 Typica 7 M7 N10 N4 170.54 Ext#2 Beam Tube A500 Gr.46 Tvpica 8 M8 N29 , N23 170.54 Ext#2 Beam Tube A500 Gr.46 Typica 9 M9 N11 _ N5 170.54 Ext#2 Beam Tube A500 Gr.46 Tvpica 10 M10 N28 N29 End Rafter Beam Tube A500 Gr.46 Typica 11 M11 N4 N5 End Rafter Beam Tube A500 Gr.46 Typica 12 M12 N16 N17 Mid Rafter Beam Tube A500 Gr.46 Typica 13 M13 N4 N16 170.54 Perimeter Beam Tube A500 Gr.46 Tvpica 14 M14 N16 N28 170.54 Perimeter Beam Tube A500 Gr.46 Typica RISA-3D Version 17.0.4 [C:1...1...1...1...1...1Kitsap Lake Park 32'x 12' Marana Model Bremerton, WA CRSl2 062r3d] 9 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 f Company : CRS Mar 7,2022 I 'I RASA Desig JobNnerumber : EBS 1:41 PM 22016 Checked By:MJK A 17E.IET$CHEKco1:P:.NV Model Name : Kitsap Lake Park Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(d... Section/Sh.pe Type Design List Material Design R... 15 M15 N5 N17 170.54 Fascia Beam Tube A500 Gr.46 Typical 16 M16 N17 N29 170.54 Fascia Beam Tube A500 Gr.46 Typical Member Advanced Data Label I Release J Release I Offset[in) J Offset[in) TIC Only Physical Defl Rat..Analysis... Inactive Seismic... 1 M1 _ Yes ** NA ** None 2 M2 Yes ** NA** None 3 M3 Yes ** NA** None 4 M4 Yes None 5 M5 Yes . None 6 M6 Yes None 7 M7 Yes None 8 M8 Yes None 9 M9 Yes None 10 M10 Yes None 11 M11 _ Yes _ None 12 M12 Yes None 13 M13 Yes . None 14 M14 Yes None 15 M15 Yes _ None 16 M16 Yes None Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(Me...Surface(... 1 Dead Load DL -1 1 2 Live Load RLL 1 3 Snow Load _ SL 1 4 Wind Load WL 2 5 Earthquake Load X ELX 1 6 Wind uplift WL 2 7 Earthquake Load Z ELZ 1 8 BLC 1 Transient Ar.. None 8 9 BLC 2 Transient Ar.. None 8 10 BLC 3 Transient Ar.. None 8 11 BLC 4 Transient Ar.. None 8 12 BLC 5 Transient Ar.. None 8 13 BLC 7 Transient Ar.. None 8 Load Combinations Descripti... Solve PDelta SR...BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 Case 1 Yes DL 1 1 2 Case 3 Yes _DL DL 1 RLL 1 3 Case 3 SL Yes DL 1 SL 1 4 Case 4 Lr Yes DL 1 RLL _75 5 Case 4 SL Yes DL 1 SL .75 6 Case 5 Yes DL 1 4 .6 7 Case 6a... Yes DL 1 4 .45 SL .75 8 Case 6a Lr Yes DL 1 4 .45 RLL .75 9 Case 6b... Yes DL 1 SL .75 f LX.525 10 Case 6b... Yes DL 1 SL .75 ELZ.525 11 Case 7 Yes DL .6 4 .6 _ 12 Case 8 Yes DL .6 ELX .7 RISA-3D Version 17.0.4 [C:1...1...1...1...1...1Kitsap Lakelt2 Park 32' x 12' Marana Model Bremerton,WA CRS Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 I ICompany 1 RISA : CRS Mar 7,2022 g EBS 1:41 PM Job Desi Numberner 22016 Checked By:MJK A r7L LISc„Ex c.o�.r,,F;Y Model Name : Kitsap Lake Park Load Combinations (Continued) Descripti... Solve PDelta SR...BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 13 Case 8 Yes DL .6 ELZ ,7 14 Case 5 Up Yes DL 1 7 .6 15 Case 7 Up Yes DL .6 7 .6 _ 16 LIVE LO... RLL 1 17 18 IBC 16-3... Y DL 1.2 RLL 1.6 6 .5 _ 19 IBC 16-3... Y DL 1.2 6 .5 20 IBC 16-4... Y DL 1.2 6 1 RLL ,5 21 IBC 16-4... Y DL 1.2 6 1 RLL .5 22 IBC 16-6... Y DL .9 6 1 23 IBC 16-7... Y DL .9 R... 1 24 IBC 16-7 ... Y DL .9 R... 1 25 IBC 16-7 ... Y DL. .9 R... -1 26 IBC 16-7... Y DL .9 R... -1 _ 27 IBC 16-5... Y DL 1.2 ELX 1 28 IBC 16-5... Y DL 1.2 ELZ 1 29 IBC 16-7 ... Y DL .9 ELX 1 _ 30 IBC 16-7 ,.; Y DL .9 ELZ 1 Load Combination Design Description ASIF CD Service Hot Rolled Cold For... Wood Concrete Masonry Aluminum Stainless Connection 1 Case 1 Yes Yes Yes Yes Yes Yes Yes Yes 2 Case 3 Yes Yes Yes Yes Yes Yes Yes Yes 3 Case 3 SL Yes Yes Yes Yes Yes Yes Yes Yes 4 Case 4 Lr Yes Yes Yes Yes Yes Yes Yes Yes 5 Case 4 SL Yes Yes Yes Yes Yes Yes Yes Yes 6 Case 5 Yes Yes Yes Yes Yes Yes Yes Yes 7 Case 6a snow Yes Yes Yes Yes Yes Yes Yes Yes 8 Case 6a Lr Yes Yes Yes Yes Yes Yes Yes Yes 9 Case 6b snow Yes Yes Yes Yes Yes Yes Yes Yes 10 Case 6b snow Yes Yes Yes Yes Yes Yes Yes Yes 11 Case 7 Yes Yes Yes Yes Yes Yes Yes Yes 12 Case 8 Yes Yes Yes Yes Yes Yes Yes Yes 13 Case 8 Yes Yes Yes Yes Yes Yes Yes Yes 14 Case 5 Up Yes Yes Yes Yes Yes Yes Yes Yes 15 Case 7 Up Yes Yes Yes Yes Yes Yes Yes Yes 16 LIVE LOAD... Yes Yes Yes Yes Yes Yes Yes Yes 17 Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-3(b).. Yes Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-3(d) .. Yes Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-4(a).. Yes Yes Yes Yes Yes Yes Yes Yes 21 IBC 16-4(b) .. Yes Yes Yes Yes Yes Yes Yes Yes 22 IBC 16-6(a) Yes Yes Yes Yes Yes Yes Yes Yes 23 IBC 16-7(a) Yes Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-7(b) Yes Yes Yes Yes Yes Yes Yes Yes 25 IBC 16-7 (c) Yes Yes Yes Yes Yes Yes Yes Yes 26 IBC 16-7(d) Yes Yes Yes Yes Yes Yes Yes Yes 27 IBC 16-5(os-... Yes Yes Yes Yes Yes Yes Yes Yes 28 IBC 16-5(os-... Yes Yes Yes Yes Yes Yes Yes Yes 29 IBC 16-7(os-... Yes Yes Yes Yes Yes Yes Yes Yes 30 IBC 16-7(os-..; Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 17.0.4 [C:\...1...\...\,..1..,1Kitsap LakelPark 32'x 12' Marana Model Bremerton, WA CRS1224643d) Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 Company : CRS Mar 7,2022 R'SA DJoesig bNnerumber 22016: 220 1:41 PM Checked By:MJK Ar E1.'.ETSCHEKCO."PN:Y Model Name : Kitsap Lake Park Envelope Joint Reactions Joint X[lb] LC Y[lb) LC Z[Ib) LC MX[lb-ft] LC MY[lb-ft) LC MZ[lb-ft] LC 1 N27 max 728.961 3 _ 3660.18 3 254.126 9 15736.098 3 1549.76 12 5436.783 12 2 min -787.489 12 -488.384 11 -820.02 13 -8936.612 11 -273.015 3 -1932.914 3 3 N15 max 0 15 5664.606 3 -22.395 12 18772.317 3 1565.15 12 6296.968 12 4 min -1106.113 12 -790.997 11 -1213.116 13 -10822.275 11 0 1 0 1 5 . N3 max 125,735 11 3660.18 3 93.922 3 15736.098 3 1614.346 12 5893.02 12 6 min -1237.709 9 -488.384 11 -820.02 13 -8936.612 11 -122.069 13 _-330.689 11 7 Totals: max 0 15 12984.965 3 0 12 8 min -2853.156 12 -1767.764 11 -2853.156 13 Envelope Member End Reactions Member Me... Axial[Ib) LC y Shear[Ib) LC z Shear[Ib) LC Torque[Ib.., LC y-y Mame... LC z-z Mom... LC 1 M 1 I max 3660.18 3 787.489 12 254,126 9 1549.76 12 8936.612 11 5436.783 12 2 min -488.384 11 -728.961 3 -820.02 13 -273.015 3 -15736.0... 3 -1932.914 3 3 J max 3527.755 3 787.489 12 254.126 9 1549.76 12 7056.358 11 4141.763 3 4 min -567.839 11 -728.961 3 -820.02 13 -273.015 3 -14953.4... 3 -1125.628 12 5 M2 I max 3660.18 3 1237.709 9 93.922 3 1614.346 12 8936.612 11 5893.02 12 6 min -488.384 11 -125.735 11 -820.02 13 -122.069 13 -15736.0... 3 -330.689 11 7 J max 3527.755 3 1237.709 9 93.922 3 1614.346 12 7056.358 11 717.099 11 8 min -567.839 11 -125.735 11 -820.02 13 -122.069 13 -14953.4... 3 -4520.829 g 9 M3 I max 5664.606 3 1106.113 12 -22.395 12 1565.15 12 10822.275 11 6296.968 92 10 min -790.997 11 0 1 -1213.116 13 0 1 -18772.3... 3 0 1 11 J max 5532.181 3 1106.113 12 -22.395 12 1565.15 12 9481.984 11 0 15 12 min -870.451 11 0 1 -1213.116 13 0 1 -20337.6... 3 -2920.644 12 13 M4 I max 0 15 0 15 0 15 0 15 0 15 0 15 14 min 0 1 0 1 0 1 0 1 0 1 0 1 15 J max -1.048 15 -6.288 15 0 15 0 15 0 15 10.625 14 16 min -1.747 1 -10.481 1 0 1 0 1 0 1 6.375 11 17 M5 I max 0 15 0 15 0 15 0 15 0 15 _ 0 15 18 min 0 1 0 1 0 1 0 1 0 1 0 1 19 J max -1.048 15 -6.288 15 0 15 0 15 0 15 10.625 14 20 min -1.747 1 -10.481 1 0 1 0 1 0 1 6.375 11 21 M6 I max 89.161 12 -27.549 13 -7.032 12 0 15 115.472 10 -27.549 13 22 min 0 1 -372.74 3 -115.472 10 0 1 7.032 11 -372.74 3 23 J max 0 15 0 15 0 15 0 15 0 15 0 15 24 min 0 1 0 1 0 1 0 1 0 1 0 1 25 M7 I max 0 15 0 15 0 15 0 15 0 15 0 15 26 min 0 1 0 1 0 1 0 1 0 1 0 1 27 J max 0 15 372.74 3 115.472 10 0 15 115.472 10 -27.549 13 28 min -89.161 12 27.549 13 7.032 11 0 1 7.032 11 -372.74 3 29 M8 I max 89.161 12 190.499 11 -7.032 12 0 15 115,472 10 190.499 11 30 min 0 1 -372.74 3 -115.472 10 0 1 7.032 12 -372.74 3 31 J max 0 15 0 15 0 15 0 15 0 15 0 15 32 min 0 1 0 1 0 1 0 1 0 1 0 1 33 M9 I max 0 15 0 15 0 15 0 15 0 15 0 15 34 min 0 1 0 1 0 1 0 1 0 1 _ 0 1 35 J max 0 15 372.74 3 115.472 10 0 15 115.472 10 190.499 11 36 min -89.161 12 -190.499 11 7.032 12 0 1 7.032 12 -372.74 3 37 M10 I _max 507.902 10 1848.13 3 156.454 13 1079.787 11 2170.582 12 14757.067 3 38 min -123.649 12 -800.711 11 -411.369 12 -1976.117 3 -572.94 13 -6944.014 1.1 39 J max 486.714 10 1721.003 3 156.454 _ 13 1079.787 11 695.954 13 283.608 3 40 min -136.362 12 -876.988 11 -411.369 12 -1976.117 3 -1165.764 12 -140.653 11 41 M11 I max 507.902 10 1848.13 3 23.966 3 1976.117 3 2108.675 12 14757.067 3 42 min 65.099 1 -800.711 11 -405.546 12 -1079.787 11 -259.662 3 -6944.014 11 43 J max 486.714 10 1721.003 3 23.966 3 1976.117 3 -12.236 1 283.608 3 RISA-3D Version 17.0.4 [C:\...\...\...1...\...1Kitsap LakelPark 32'x 12' Marana Model Bremerton, WA CRS122 6r3d) Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 : CRS Mar 7,2022 ICompany'�'�� DobNesignerumber EBS 1:41 PM ",E'1L'hcr'E'`(U"I'„'`' J 22016 Checked By:MJK Model Name : Kitsap Lake Park Envelope Member End Reactions (Continued) Member Me... Axialflb1 LC y Shearflbl LC z Shearllbl LC Toraueflb... LC v-v Mome... LC z-z Mom... LC 44 min 43.911 1 1876.988 11 -405.546 12 -1079.787 11 -1180.448 12 -140.653 11 45 M12 I max 902.709 10 2692.161 3 0 15 565.42 12 2734.946 12 20751.63 3 46 min 13.563 11 -1191.8 11 -609.663 12 0 1 0 1 -9693.921 11 47 J max 881.521 10 2565.034 3 0 15 565.42 12 0 15 281.307 11 48 min .85 11 -1268.076 11 -609.663 12 0 1 -2209.633 12 -567.217 3 49 M13 I max 883.682 9 -95.678 13 -33.995 1 105.969 11 869,033 12 -186.838 13 50 min -183.621 11 -1263.855 3 -380.38 10 -206.97 3 40,958 1 -3059.981 9 51 J max 752.928 3 1366.944 3 431.528 10 105.969. 11 1128.021 10 905.603 12 52 min -183.621 11 -30.816 12 -89.014 12 -206.97 3 -736.856 12 -3248.544 3 53 M14 I max 787,924 9 -110.132 13 -.985 11 206.97 3 1295.915 9 -288.011 13 54 min -183.621 11 -1366.944 3 -431.528 10 -105.969. 11 -119.545 11 -3559.909 9 55 J max 752.928 3 1263.855 3 380.38 10 206.97 3 823.609 13 1092.771 12 56 min -286.959 12 -42.95 12 -99.605 12 -105.969 11 -819.883 12 -2526.923 3 57 M15 I max 316.385 12 686.486 11 -32.178 1 140.653 11 1187.451 12 1270.277 11 58 min -23.966 3 -1348.271 3 -371.189 10 -283.608 3 23.94 1 -2348.861 3 59 J max 156.454 13 1282.528 3 440.72 10 140.653 11 1170.614 10 903.142 11 60 min -307.743 12 -634.038 11 -130.628 12 -283.608 3 -1001.034 12 -1888.657 3 61 M16 I max 301.92 12 634.038 11 -.451 11 283.608. 3 1532.141 9 903.142 11 62 min -23.966 3 -1282.528 3 -440.72 10 -140.653 11 -122.09 11 -1888.657 3 63 J max 156.454 13 1348.271 3 371.189 10 283.608 3 790.933 13 1270.277 11 64 min -322.208 12 -686.486 11 -143.4 12 -140.653 11 -1158.723 12 -2348.861 3 Envelope AISC ASD Steel Code Checks Member Shape Code Check Loc[ft]LC Shear...Loc[ft]Dir LC Fa fpsi] Ft[psi] Fb y-y...Fb z-z...Cb Cmy Cmz ASD E... 1 M1 HSS7X7X3 .835 8.333 3 .080 0 v 1224447... 27600 27600 276002.3 .98 .413 H1-2 2 M2 HSS7X7X3 .835 8.333 3 .086 0 y 1224447... 27600 27600 276002.3 .98 .413 H1-2 3 M3 HSS7X7X3 .903 8.333 3 .088 0 v 1224130... 27600 27600 27600 1.....969 .6 H1-2 4 M4 HSS4X3X2 .002 2.028 14 .001 2.028 y 1426110... 27600 27600 30360 1•••. .6 .85 H2-1 5 M5 HSS4X3X2 .002 2.028 14 .001 2.028 v 1426110...,27600 27600 30360 1.... .6 .85 H2-1 6 M6 HSS4X3X2 .102 0 3 .022 0 y 3 26135... 27600 27600 30360 1.....85 .85 H1-2 7 M7 HSS4X3X2 .102 2 3 .022 2 v 3 26135... 27600 27600 30360 1.....85 .85 H1-2 8 M8 HSS4X3X2 .102 0 3 .022 0 y 3 26135... 27600 27600 30360 1.....85 .85 H1-2 9 M9 HSS4X3X2 .102 2 3 .022 2 v 3 26136... 27600 27600 30360 1•....85 .85 H1-2 10 M10 HSS10X4X3 .526 0 3 .127 0 y 3 21285... 27600 27600 30360 1.....701 .85 H1-2 11 M11 HSS10X4X3 .526 0 3 .127 0 v 3 21285... 27600 27600 30360 1.....701 .85 H1-2 12 M12 HSS10X4X3 .714 0 3 .055 0 y 9 21285... 27600 27600 30360 1.... .6 .85 H1-2 13 M13 HSS6X3X2 .632 14 3 .088 14 v 3 8544.8.. 27600 27600 27600 1.....85 .85 H1-2 14 M14 HSS6X3X2 .768 0 9 .088 0 y 3 8544.8..,27600 27600 27600 1•••..85 .85 H1-2 15 M15 HSS6X3X2 .510 0 9 .100 0 v 3 8544.8.. 27600 27600 27600 1.....85 .85 H1-2 16 M16 HSS6X3X2 .551 0 9 .100 14 y 3 8544.8.. 27600 27600 27600 1 .85 .85 H1-2 Material Takeoff Material Size Pieces Length[ft] Weight[LB] 1 Hot Rolled Steel 2 A500 Gr.46 HSS10X4X3 3 24.3 386.644 3 A500 Gr.46 HSS4X3X2 6 12.1 63.172 4 A500 Gr.46 HSS6X3X2 4 56 381.111 5 A500 Gr.46 HSS7X7X3 3 25 397.274 6 Total HR Steel 16 117.4 1228.202 RISA-3D Version 17.0.4 [C:\...1...\...1...1...\Kitsap LakelPark 32'x 12' Marana Model Bremerton, WA CRS l22Q4 r3d] Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 .4J 1��1��1��� �1 CLIENT: CRS 22016 Prepared By: EBS EM Et CONSUUj'ANTS PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK Bremerton,WA Dale: 03/07/22 End Rafter N110 :Moment Couple from Risa Calculation Beam+Gusset Depth= 16 inches Mu(resultant)conservative= 14.76 fl-kips Per Beam Ring Shear Loading= 1.848 kips d= 14.75 inches Checked Combined Loading Bolt Area(in^2) Bolt Pairs= I Shear check(ksi) 0.6013 Top Boll Force= 12.0 kips fv=Pv/Ab= 3.073 Bolt Dia(in): 7/8 A3071 OK Tension Check(ksi) I b-xj 010 12.0 kips ft=Pt/Ab= 19.97 Ft'=26-1.8"fv<20 20.00 If Ft>ft then OKI OK Nlid Rafter N112 :Moment Couple from Risa Calculation Beam+Gusset Depth= 16 inches N1u(resultant)conservative= 20.751 tl-kips Per Beam Ring Shear Loading= 2.692 kips (I= 14.75 inches Checked Combined Loading Belt Area(in^2) Bolt Pairs= 1 Shear check(ksi) 0.4418 Top Bolt Force= 16.9 kips fv=Pv/Ab= 6.093 Bolt Dia(in): 3/4 A3251 OK Tension Check(ksi) I b-:t3Ofa 19.4 kips ft=PUAb= 38.21 Ft=(44^2-4.391v^2)^.5= 42.11 If Ft>ft then OK OK Ext#2 M8 :Moment Couple from Risa Calculation Beam Depth= 4 inches Mu(resultant)conservative= 0.372 tl-kips Per Beam End Loading= 0.372 kips d= 2.75 inches Checked Combined Loading Bolt Area(in^2) Bolt Pairs= 1 Shear check(ksi) 0.3068 Top Bolt Force= 1.6 kips fv=Pv/Ab= 1.213 Bolt Dia(in): 5/8 A3071 OK Tension Check(ksi) I by/S2= 6.1 kips ft=Pt/Ab= 5.29 Ft'=26-1.8"fv<20 20.00 If F't>ft then OK OK Perimeter NI14 :Moment Couple from Risa Calculation Beam Depth= 6 inches ilu(resultant)conservative= 3.559 11-kips Per Beam Ring Shear Loading= 1.366 kips d= 4.75 inches Checked Combined Loading Bolt Area(in^2) Bolt Pairs= l Shear check(ksi) 0.6013 Top Bolt Force= 9.0 kips fv=Pv/Ab= 2.272 Bolt Dia(in): 7/8 A3071 OK Tension Check(ksi) I by/12= 12.0 kips ft=Pt/Ab= 14.95 Ft'=26-1.81v<20 20.00 If Pt>ft then OKI OK Fascia M16 :Moment Couple from Risa Calculation Beam Depth= 6 inches Mu(resultant)conservative= 2.348 tl-kips Per Beam Ring Shear Loading= 1.348 kips d= 4.75 inches Checked Combined Loading Bolt Area(in^2) Bolt Pairs= I Shear check(ksi) 0.4418 Top Bolt Force= 5.9 kips fv=PvlAb= 3.051 Bolt Dia(in): 3/4 A307I OK Tension Check(ksi) I by/S2= 8.8 kips ft=PUAb= 13.43 Ft'=26-1.81v<20 20.00 If F't>ft then OK OK 14 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 I�PId 1 CLIENT: CRS 22016 Prepared By: EBS AINJ M ! N CONESULJTA tTS PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK Bremerton,WA Date: 03/07/22 Post Rafter Connection Plates End Rafter MIO Max Moment at Top of Column= 14.76 kip-ft (M4-LC2)(ASD) Reference AISC Design Guide 16"Flush and Extended Multiple-Row Moment End-Plate Connections." Using the following modified view of the railer end plate,design connection based on the methodology used for flush end plate moment connection design, Design Procedure 1: Moment Connie(No Prvine Action) Equations used in AISC Design Guide 16 are based on LRFD Design.Convert ASD moment to LRFD: Bolt Dia 7/8 inches it of Bolls 2 Mu(resullant)ends= 1.5Mw Mu(resullant)ends= 265.63 in-kips = 0.75 = 90.00 +6= 0.9 Ed.= 4.625 db,required= 2Mtr divided by#of bolls nWFt(Edn) i16,required= 0.37 inches OK Required End Plate Thickness bp= 4 inches Column Thickness 0.188 inches d= 16 inches End Plate Thickness 0.375 inches g= inches Reinforcing Plate Thickness 0.250 inches 1 s= 2 bnD { 4" s= 1.00 inches I '� p,= 1.00 inches hl= ( 14.625 inches 2p[kr(pl+ }s/J+9[hr,P/+s" - 0 = 117.00 Y= 1.25(for flush connections) 16" (irdbF`) P,= 4 14.625" P,= 54.12 kips n +M.p=ro[2P,(Edn)1 +111,p= 375.45 kip-in ‘11.11Y(49M,,p) ♦ �. -t.. (p-ree./.d= VbFpyY tPr.quir.d= 0.37 in L OK Weld Connection Using ASD Methods,check rafter plate to rafter weld:try 3/8"fillet weld i Shea=Ld+3 Snob= 149.33 in^2 FExx= 70 tw= 0.125 inches Re=0.6Faxx*t,p0.707 Ito= 3.71 kip/in R,/11= 1.86 kip/in n=2.0 R n Ml, frov_ —Sweld 277.14 kip-in OK 15 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 CLIENT: CRS 22016 Prepared By: EBS AMM'1` CoNSUurANrrs PROJECT: Kitsap Lake Park 32'x 12'Marotta Model Checked By: MJK Bremerton,WA Date: 03/07/22 Post Rafter Connection Plates Mid Rafter i1112 Max Moment at Top of Column= 20.75 kip-11 (M4-LC2)(ASD) Reference AISC Design Guide 16"Flush and Extended Multiple-Row Moment End-Plate Connections." Using the following modified view of the rafter end plate,design connection based on the methodology used for flush end plate moment connection design, Design Procedure 1: Moment Couple(No Prying Action) Equations used in AISC Design Guide 16 are based on LRFD Design.Convert ASD moment to LRFD: Bolt Dia 7/8 inches #of Bolts 2 Mu(resultant)ends= 1.5Mw Mu(resultant)ends= 373.52 in-kips += 0.75 F,= 90.00 +b= 0.9 E d.= 4.625 db,requl,d= 2hfii divided by#of bolls ny)Ft(Ed„) db,requirtd= 0.44 inches OK I Required End Plate Thickness hp= 4 inches Column Thickness 0.188 inches d= 16 inches End Plate Thickness 0.375 inches g= inches Reinforcing Plate Thickness 0.250 inches 1 s= Z bpd s= 1.00 inches p,= 1.00 inches lit= 14.625 inches 2 [ht\pl+s/J+8�hr�P• +s)] C) = 117.00 y= 1.25(for flush connections) 16'' (nrlbF,) P,= 4 14.625" P,= 54.12 kips 4[2Pt( n)) +M..= 375.45 kip-in J1.11y(rMnp) tpfeQ,,.d= tPbFpyY tprew'+ed= 0.37 in Weld Connection Using ASD Methods,check rafter plate to rafter weld:try 3/8"fillet weld i S"ew=bat+3 SNea= 149.33 in"2 FExx= 70 t„= 0.125 inches R.=0.6FExx*tw0.707 R.= 3.71 kip/in R./12= 1.86 kip/in t2=2.0 R —Sweld Maw. 277.14 kip-in OK 16 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 p CLIENT: CRS 22016 Prepared By: EBS AMCoNSUJII NTS PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK Bremerton,WA Date: 03/07/22 Web Connection Bolt Dia= 7/8 inches Max Moment at Top of Column= 14.76 kip-ft Mu(resultanl)ends= 265.63 in-kips Web Compression Using ASD Methods,check side walls of posts for flexural buckling due to concentrated compression load transferred from rafter plate: Assumptions made: Connection will rotate about bottom edge of rafter plate All compression will act at bottom edge of rater plate Compression=Moment/Plate Depth Total compression load equally distributed to each side wall A 2"wide strip of side wall will resist compression load • Plate Depth 7.00 inches — Moment Compression= plate Depth Compression 25298 lbs Load Per Wall 12649 lbs Sidewall Thickness 0.752 inches T ir = 1.504 inA2 II-I fa= CRITICAL SECTWN fa= 8.41 ksi K= 0.65(critical section is fixed each end) 1.= 7.00 inches rr2E r= 12 Fe= /xL\2 r= 0.22 inches Fe= 651.52 ksi / Y KL/r= 20.96 Fcr=10.658F./Fy 4.71sgrt(E/Fy)= 118.26 Fcr= 44.66 ksi Fcr/n= 26.74 ksi [ :OK C)=1.67 Web Bending Using ASD methods,check post backing plate for bending due to bolt tension: Using Similar Triangles Theorem,top row of bolts takes approx.four times of bending than that of bottom row 80%of connection moment is resisted by the lop row Backing plate is capable of transferring tension load to side walls of post Came&aEenoo \ hl= 14.625 inches ` lit= 1.125 inches 'vu iim T=0.8Mu/hi / f T= 4843 Ibs Mpl= 4238 in-lbs 1.67M=FyZ L. I M Z= 0.89 inA3 h= 2.25 inches Zmin= 0.43 inA3 OK If N.G.,then add 1/4"plate at top of column Using ASD methods,check post side walls for tension load transferred from backing plate: Similar to"critical section"under compression,assume a 1.5"strip of side wall resists tension load: Ag= 2.26 inA2 FyAg/1.67= 62,14 kips FuAe/2.0= 65.42 kips Design Tensile Strength= 62.14 kips OK If N.G.,then add 1/4"plate at top of column 17 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 AMMT�'}'k LO(� ` . I CLIENT: CRS 22016 Prepared By: EBS NsUIJrANr11s PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK Bremerton,WA Date: 03/07/22 Web Connection Bolt Dia= 3/4 inches Max Moment at Top of Column= 20.75 kip-ft Mu(resultant)ends= 373.52 in-kips Web Compression Using ASD Methods,check side walls of posts for flexural buckling due to concentrated compression load transferred from rafter plate: Assumptions made: Connection will rotate about bottom edge of rafter plate All compression will act at bottom edge of rater plate Compression=Moment/Plate Depth Total compression load equally distributed to each side wall A 2"wide strip of side wall will resist compression load Plate Depth 7.00 inches -f Moment, Compression= Plate Depth Compression 35573 lbs Load Per Wall 17787 lbs y Sidewall Thickness 0.752 inches ii A s,de�,,= 1.504 inA2 I�j� F � fa= camcxsscrron fa= 11.83 ksi K= 0.65(critical section is fixed each end) L= 7.00 inches rr2E r_ 12 Fe= /KL)2 r r= 0.22 inches Fe= 651.52 ksi Fll KL/r= 20.96 Fer=ko,658r 1Fy 4.71sgrl(E/Fy)= 118.26 Fcr= 44.66 ksi Fcr/f2= 26.74 ksi OK 2=1.67 Web Bending Using ASD methods,check post backing plate for bending due to bolt tension: Using Similar Triangles Theorem,top row of bolts takes approx.four times of bending than that of bottom row 80%of connection moment is resisted by the top row Backing plate is capable of transferring tension load to side walls of post m+mcu eecnaN II= 14.625 inches �r�f I12= 1.125 inches in T=0.8NIu/111 A, 10, T= 6811 lbs Mp1= 5959 in-lbs I 1.67M=FyZ Z= 1.26 inA3 b= 2.25 inches Zmin= 0.32 inA3 OK If N.G.,then add 1/4"plate at top of column Using ASD methods,check post side walls for tension load transferred from backing plate: Similar to"critical section"under compression,assume a 1.5"strip of side wall resists tension load: Ag= 2.26 inA2 FyAg/1.67= 62.14 kips FuAe/2.0= 65.42 kips Design Tensile Strength= 62.14 kips OK If N.G.,then add 1/4"plate at top of column 18 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 CLIENT: CRS 22016 Prepared By: EBS CoNSUurANTS PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK Bremerton,WA Date: 03/07/22 Vertical Column Height of Column= 8.33 ft Max Moment at Top of Footing= 18.772 kip-ft Max Vert/Column= 5,664 lbs Total Pole Uplift/Column= 780 lbs Soil/Foundation (Spread) Net Allowable End Bearing=B= 1,000 psf Dimensions of Spread Foundation kp= 100 psf/ft h3= 1.50 ft(=18") Ms=(w*L2/2*h3*150)+F*w*h3*L Length=L= 78 inches Ms= 30.90 kip-fi Min Side=w= 78 inches Mresatta'= 18.77 kip-ft FSotertnralat;= 1.50[FS Actual=1.65] With CMU Surround n Check Overturning OK FS,or,= 1.5 [FS Actual=7.: Fnd Wt= 9,606 lbs Pole Uplift= 780 CMU Chnn WI= - lbs Friction Resistance= - Bearing Pressure= 134.06 psf Ttl Fnd Uplift Resistance= 9,506 Ihs Check Dead Wt Uplift ON Soil/Foundation- (Pier) Net Allowable End Bearing=B= 1,000 psf Constrained Lateral Resistance kp= 100 psf/ft d=sgrt(4.25*(Mg/(S3*b)) [IBC Eq 18-3] Footing Type= Constrained = 5.16 ft Dimensions of Pier Foundation Check OK Embedment Depth=d= 6 ft(=72") where Min Diameter=b= 30 inches s3= 1,200 Fnd Wt= 4,418 lbs Unconstrained Lateral Resistance End Bearing= 1,154 psf/ft d=0.5*A*(1+[1+(4.36*h/A)]^1/2) [IBC Eg18-I] CMU Clmn WI= - lbs = 10.04 ft Total Wt= 6,572 lbs Check OK OK where A=2.34*P/(SI*b)= 5.27 P=M/h I= 2,254 lb Bearing by Skin Friction Reference Braja M.Das S I=2*kb*d/3= 400 psi Assumed Cohesion Ph= 100 psf Strength of soil=tan(27 degrees)'4S'h^2/2 413 Skin Friction psf= 513 psf Perimeter=2(3.14)'r 8 ft Skin Friction resistance•/1.1(F.S.)Ibs= 21,965 lbs Friction Resistance OK 19 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 CLIENT: CRS 22016 Prepared By: EBS A'�/�1��/I t CONSvU ANT PROJECT: Kitsap Lake Park 32'x 12'Marana Model Checked By: MJK 1alt�l�l i J�li v t� Bremerton,WA Date: 03/07/22 USGS-Provided Output Bremerton,WA IBC 2015 Seismic Design Requirements -Equivalent Lateral Force Procedure Ss= 1.543 sus= 1.543 Sps= 1.029 S1= 0.606 Sur= 0.909 Sot= 0.606 IBC/CDC Section 1613 Earthquake Loads REFERENCE Risk Cale ory I II ASCE 7-10 Table 1.5-1[2] Importance Factor = 1.0 I ASCE 7-10 Table 1.6-215] Site Classification Soil Site Class= D IBC 1613.3.2[366] Site Coefficients Ss== 1.543 Mapped Spectral Accelerations:Short Period IBC Figure 1613.3.1(1)USGS or Site Data 1368.389] Si== 0.606 Mapped Sectral Accelerations: 1 sec Period IBC Figure 1613.3.1(2)USGS or Site Data 1370.371] Fa== 1.000 Site Coefficient IBC Table 1613.3.1(1)1366) F0== 1.5 Site Coefficient IBC Table 1613.3.1(2)13671 Skis= 1.543 Max Spectral Accelerations:Short Periods IBC Eqn.16-37[366) Snit= L 0.909 Max Spectral Accelerations: Isec Period IBC Eqn.16-38[366) Design Spectral Response Acceleration Parameters Sias= 1.029 5%Damped Spectral Acceleration:Short Period IBC Eqn.16-39[367] SDI= 0.606 5%Damped-Spectral Acceleration: I sec Period IBC Eqn.16-40(367] SDC= I D Seismic Design Category IBC Table 1613.3.5(1)[367] , auivalent Lateral Force Procedure T,= Ci lux= 0.177 Fundamental Period ASCE 7-10 Eqn.12.8-7[90] Ci= 0.028 Period Parameter ASCE 7-10 Table 12.8-2(90) x= 0.800 Period Parameter ASCE 7-10 Table 12.8-2(90) hn=I 10.0 Structure Height R''= 1.250 Response Modification Factor ASCE 7-10 Table 12.2-1 173.771 Ti.= 12.000 Long-Period Transition Period ASCE 7-10 Figure 22-12[225) Cs= SDs/[R/I]= 0.823 Seismic Response Coefficient ASCE 7-10 Eqn.12.8-2[891 where; Cs> 0.300 Lower Limit ASCE 7-10 Eqn.15.4-1[140) Cs> 0.8 SI/[R/1)= 0.388 Lower Limit for Si>0.6g ASCE 7-10 Eqn.15.4-2(140) Cs< SDt/f[R/1]= 2.744 Upper Limit for T<TL ASCE 7-10 Eqn.12.8-3[891 C.< SDITL/I'^2[R/lj= 186.392 Upper Limit for T>IL ASCE 7-10 Eqn.12.8.4[89) Design Value Cs= 0.823 W= 3.908 Total Dead Load and Snow Load(kips) flo= 1.250 ASCE 7-10 Eqn.12.8-1 1891 Emh= C.Wflo= 4.02 Equivalent Seismic Base Shear(kips) 10.47 Equivalent Seismic Load(psf) Ev= .2SDs"D= 0.804 Em= Emh+Ev= 4.824 FM9.1= 0.307 Unfactored Horizontal Wind Base Shear(kips): Seismic Base Shear>Lateral Wind Shear :Seismic Controls Design 20 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 3/7/22,11:14 AM ATC Hazards by Location OTC Hazards by Location Search Information LOICO Tracyton Wildcat Lake Address: 1978 Price Rd NW,Bremerton,WA 98312,USA 167 nbocky Point (i±) r_netal Coordinates: 47.5658272,-122.701629 Elevation: 167 ft 'S1D) Bremerton Timestamp: 2022-03-07T18:14:01.435Z (3) Mans Hazard Type: Seismic Port Orchard Reference Document: ASCE7-10 Go l e Gorst (1-`') Parkwood g Map data©2022 Google Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1 40 1.00 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) Basic Parameters Name Value Description Ss 1.543 MCER ground motion(period=0.2s) Si 0.606 MCER ground motion(period=1.0s) SMs 1.543 Site modified spectral acceleration value SM1 0.909 Site-modified spectral acceleration value S0S 1.029 Numeric seismic design value at 0.2s SA SD1 0.606 Numeric seismic design value at 1.0s SA vAdditional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s CRS 0.953 Coefficient of risk(0.2s) CR1 0.923 Coefficient of risk(1.0s) PGA 0.645 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.645 Site modified peak ground acceleration TL 6 Long-period transition period(s) 21 https://hazards.atcouncil.org/#/seismic?lat=47.5658272&Ing=-122.701629&address=1978 Price Rd NW%2C Bremerton%2C WA 98312%2C USA 1/2 Docusign Envelope ID:7FCCF276-71 DB-4F95-8BE1-330F1 DBD7DF8 3/7/22, 11:14 AM ATC Hazards by Location SsRT ° 1.543 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.619 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 3.634 Factored deterministic acceleration value(0.2s) Si RT 0.606 Probabilistic risk-targeted ground motion(1.0s) Si UH 0.657 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 1.273 Factored deterministic acceleration value(1.0s) PGAd 1.365 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer • • • Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The • • material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 22 hllps://hazards.atcouncil.org/#/seismicllal=47.5658272&Ing=-122.701629&address=1978 Price Rd NW%2C Bremerlon%2C WA 98312%2C USA 2/2 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 INTERCORP ° o , ., IM STRGl1/G-POi11/T Los Angeles Chicago Atlanta Dallas Portland Houston Cleveland 800.762.2004 800.533.9669 800,822.9690 800.558,7222 800.434.5606 800.558.7222 800.533.9669 Home I Products I What's New I Fags I News I About Us I Locations/Contact Us I Catalogs I Submittals I Find a Distributor Self-Drilling Screws To nPuck re! To Purchase Our Products from an Authorized Online Distributor Phillips Flat Head Reamer w/Wings, Zinc Plated i �r .1— Size Part No. Pt. Qty. Lbs.* Drill Capacity (in.) Drill Speed Material Application 10-16 x 1-5/8 R158 3 4M 36 .060- .176 2500 RPM Attaches wood to metal. Size Part No. Pt. Qty. Lbs,* Drill Capacity (in.) Drill Speed Material Application 12-24 x 2 R200 3 2M 32 .110-.210 2000 RPM Attaches wood to metal. 12-24 x 2-1/4 R214 3 1.5M 27 .110-.210 2000 RPM Attaches wood to metal. 12-24 x 2-1/2 R2123 3 1.5M 30 .110-.210 2000 RPM Attaches wood to metal. 12-24 x 2-1/2 R212 4 1.5M 30 .110-.250 2000 RPM Attaches wood to metal. Size Part No. Pt. Qty. Lbs.* Drill Capacity (in.) Drill Speed Material Application 1/4-20 x 2-3/4 R234 4 1M 30 .110- .375 1750 RPM Attaches wood to metal. 1/4-20 x 3-1/4 R314 4 1M _ 35 .110- .375 1750 RPM Attaches wood to metal. 1/4-20 x 3-1/2 R312 4 .8M 30 .110- .375 1750 RPM Attaches wood to metal. 1/4-20 x 3-3/4 R334 4 .5M 20 .110- .375 1750 RPM Attaches wood to metal. *Carton weights are approximate and may vary. Specifications • Meets F.I.P.-1000.7 for torsional strength&drill speed • Meets ASTM A 510 for carbon steel manufacturing • Zinc plating meets ASTM B-117 for salt spray corrosion • Manufactured to SAE J78 for dimensional specifications Test Results Pullout Values (Avg, Lbs.) Fastener Steel Gauge Size Pt. 20 18 16 14 12 1/8 3/16 1/4 10-16 3 293 487 690 941 1432 2017 12-24 4 959 1489 2371 3384 3732 Shear Values (Avg. Lbs.) Fastener Steel Gauge(Lapped) Size Pt. 20 18 16 14 12 1/8 3/16 1/4 10-16 3 709 1231 1497 1508 12-24 4 1989 1972 The values listed are averages achieved under laboratory conditions and imply no warranty.Appropriate safety factors should be applied to these values for design purposes. Self-Drilling I Drywall I Stainless Steel I Needle Point I Outdoor I Woodworking I Concrete I Cement Board I Pole Gripper I Special Application Copyright 2013 Intercarp 23 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 H R-36® Roof and Wall Afr AEP SPAN Painted side HR-36 is an economical, structural, exposed-fastener Lap Detail roof and wall panel suitable for general usage. HR-36 is ideal for architectural, commercial, industrial and agricultural HR-36 Roof&Wall roof and wall applications. Can be I4- 7x6"-,-1 Painted side installed as a vertical or horizontal 1%2, wall, HR-36 is also well suited for open 2'/ framed canopy or carports designs. 36"Net Coverage Properties Standard Finishes Gauge Base Steel Yield Tensile Wt. I+ S+ I- S- Metallic Paint System Thickness(in) (ksi) (ksi) (Ibs/ft') (in'/ft) (in'fft) (in'/ft) (in'/ft) Coating 29 0.0139 80 82 0.8 0.0579 0.0483 0.0554 0.0406 AZ50 ColorGuard""xt 26 0.0173 80 82 0.9 0.0736 0.0642 0.0707 0.0538 AZ50 Cool DuraTech nt 24 0.0232 50 65 1.2 0.1131 0.1239 0.1127 0.1121 AZ50 Cool DuraTech- 5000 22 0.0294 50 65 1.6 0.1467 0.1686 0.1467 0.1544 AZ50 (polyvinylidene fluoride) or 20 0.0354 40 55 1.9 0.1844 0.2263 0.1867 0.2076 G90 DuraTech mx 18 0.0459 40 55 2.5 0.2456 0.3107 0.2500 0.2947 GOO (metallic polyvinylidene) NOTES: The moments of inertia, I'and I-,presented for determining deflection are:(2lERect.;e+IG,o„)/3 standard features optional features • Custom manufactured sheet lengths ■ Short cut sheets from 5'-0"to 1'-0". Additional fees from 5'-0" to 45'-0." and lead times may apply. fI Available in 29ga, 26ga, 24ga and 22ga in standard I_I 20ga available in standard colors subject to a minimum finishes-refer to AEP Span Color Charts for full order size of 4,500 square feet and longer lead times. range of color options and paint systems. ® 18ga available in bare G-90 galvanized and standard 20ga available in Bare ZincalumeJ plus. colors subject to a minimum order size of 4,500 square • feet and longer lead times. • Zinc,alume coated substrate, per ASTM A-792, is El Custom colors,thick film primer and/or clear coat paint standard and backed by a corrosion warranty on painted finishes available. Subject to 4,500 square feet minimum or unpainted panels. order. • Meets IBC requirements for wall and roof panels in WI Perforation options available for an additional accordance to Chapters 14& 15. charge. Minimum order size 1,500 sq feet. Select ® Performance testing: from standardo /o perforation patterns with openareas • Air ASTM E283 of 7.8%, 13.8%, 23.4/o, 30.6% or 41.4%. • Water-ASTM E331 • Crimp curving: 24 gage-max length 30'-0", Min outside radius 12" IR All colors meet a minimum SRI of 29 and one color, 24 gage-max length 30'-0", Min outside radius 24" Regal White has a SRI of 85. 20 gage-max length 30'-0", Min outside radius 24" ® Reverse rolled HR-36 available for wall applications. 18 gage-max length 20'-0", Min outside radius 48" See Reverse HR-36 product sheet. H Stucco embossed available on 29ga, 26ga, 24ga and 22ga. Subject to min. order size of 1,500 square feet. Tacoma,WA& Fontana, CA Phone: 800-733-4955 Fax: 253-272-0791 www.aepspan.com 24 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 H R-36® Roof and Wall ^ AEP L,SPAN Allowable Inward Loads(lbs/ft2)per Span(ft.-In.) Gauge Span Cond. 16" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 5'-0" 8'-0" 10'-0" SS f 651 289 185 129 72 46 32 18 12 U180 - - - - - 40 23 10 5 29 DS f 547 243 156 108 61 39 27 15 10 U180 - - - - - - - - - TS f 684 304 195 135 76 49 34 19 12 L/180 - - - - - - - - 11 SS f 865 384 246 171 96 61 43 24 15 U180 - - - - - 51 30 13 6 26 DS f 725 322 206 143 81 52 36 20 13 U180 - - - - - - - - - TS f 907 403 258 179 101 64 45 25 16 U180 - - - - - - - - 14 SS f 1391 618 396 275 155 99 69 39 25 U180 - - - - 154 79 46 19 10 24 DS f 1258 559 358 249 140 89 62 35 22 U180 - - - - - - - - - TS f 1573 699 447 311 175 112 78 44 28 U180 - - - - - - - 43 22 SS f 1893 841 539 374 210 135 93 53 34 U180 - - - - 200 103 59 25 13 22 DS f 1733 770 493 342 193 123 86 48 31 U180 - - - - - - - - - TS f 2166 963 616 428 241 154 107 60 39 U180 - - - - - - - - - SS f 2033 904 578 402 226 145 100 56 36 U180 - - - - - 129 75 31 16 20 DS f 1865 829 530 368 207 133 92 52 33 U180 - - - - - - - - - TS f 2331 1036 663 460 259 166 115 65 41 U180 - - - - - - - 55 28 SS f 2790 1240 794 551 310 198 138 78 50 U180 - - - - - 172 99 42 21 18 DS f 2647 1176 753 523 294 188 131 74 47 U180 - - - - - - - - - TS f 3308 1470 941 654 368 235 163 92 59 U180 - - - - - - - - 47 LOADING TABLE LEGEND NOTES: f-Load limited by flexural bending stress • Top values based on allowable stress. L-Span(Inches) Bottom values based on allowable deflection of U180. U180-Load limited by a deflection of 1/180 of the span ■ denotes that the allowable load w-Distributed load ----- w is limited by the allowable flexural bending stress. SS-Single span 4 1 1 1 1 1 1 1 1 1 1 1 1 1 • Steel conforms to ASTM A653(Galvanized) J, L ij or ASTM A792(Zincalume)structural steel. w • Tabulated values are for positive(Inward)loading only. Inward 1 1 1 1 1 4 4 1 1 1 1 1 11 1 1 1 1 Loads DS-Double span • Values are based on the American Iron and Steel Institute(AISI) 3.--L- -04—L—'J "Cold Formed Steel Design Manual"(2007 Edition). w TS-Triple span 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , Specifications subject to change without notice. 1 4-L-0]4—L—ol—L-0.j Oil Canning:All flat metal surfaces can display waviness commonly referred to as"oil canning". "Oil canning"is an inherent characteristic of steel products,not a defect,and therefore is not a cause for panel rejection. Tacoma, WA&Fontana, CA Phone: 800-733-4955 Fax: 253-272-0791 www.aepspan.com 25 e2010.2013 ASC Profiles LLC All rights reserved. April 2013 Printed in USA (PS165) 300 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 di " ' MATERIAL LIST BEAM/COLUMN SIZE BOLT DIA. GRADE: END PLATE END COLUMN 7"X7"X.188 HSS PER DETAIL 1/4" MID COLUMN 7"X7"X.188 HSS PER DETAIL 1/4" END RAFTER BEAM 10"X4"X.188 HSS 7/8" A307 3/$" MID RAFTER BEAM 10"X4"X.188 HSS 3/4" A325 3/" EXTENSION BEAM #1 4"X3"X.120 HSS NA NA NA EXTENSION BEAM #2 4"X3"X.120 HSS %" A307 %8" PERIMETER BEAM 6"X3"X.120 HSS /8" A307 3/u FASCIA BEAM 6"X3"X.120 HSS /4" A307 %,, GUSSET BEAM 6"X3"X.120 HSS NA NA NA / 41.7a; - Digitally signed by Alan a, / : a ey it X r4 t1 CL. Alan Money ateon:2 MD 022.03.24 12:33:44 .a , -07'00' J J. CASCADE, KITSAP LAKE PARK #22016 ��1 497L00 N�wq 1978 PRICE RD. NW `8,9/oNALvc' BREMERTON, WA 98312 Detail Sheet 1 of 12 E.rtttE:S: /7, 'O&6,t8,20231 '14a Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 0�0�� NOTE: STRUCTURE(S) SHALL NOT BE MODIFIED OR ALTERED � ' WITHOUT PRIOR WRITTEN PERMISSION FROM CLASSIC RECREATION ', ` r I ' SYSTEMS, INC. STRUCTURAL CALCULATIONS FOR THIS STRUCTURE DO NOT ALLOW FOR ANY ADDITIONAL LATERAL LOADS FOR ADDED WALLS OR STRUCTURES CONNECTED TO THIS UNIT. 12' 24 GA. HR-36 I\ STEEL ROOF 4 4 4 4 4 SEE FASCIA i SECTION#2 4 2X6 T&G SUB-ROOF 4. WI WOOD FASCIA 4 — GUTTER& 1 & (2) DOWNSPOUTS 4 i� 4 rt l 2 co • 4 4 SEE MID COLUMN DETAIL A MID RAFTER 4 BEAM 4 4 MID COLUMN FASCIA i BEAM 4 PERIMETER 4 BEAM 4 4 END COLUMN SEE FASCIA 4 SECTION#1 2 END RAFTER ,—. BEAM SEE FASCIA/ RAFTER BEAM 4 DETAIL 4 . 0 4 4 SEE END EXTENSION \_ EXTENSION COLUMN DETAIL BEAM #1 BEAM #2 i 4' 1•"li�i • PLAN VIEW 12'X32' MARANA MODEL '/ tr. t%,<,2 °x `) NTS J., CASCADE, KITSAP LAKE PARK #22016 1 49700 4� °f.,`LeGisrt 'O.�`�' 1978 PRICE RD. NW 4ZS'v NA► ��'��` BREMERTON, WA 98312 Detail Sheet 2 of 12 'EXPIRES: 6/I8/20231 VAT 17, 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 • 0�0�() ,�. , F ' t 10'-6$" 1 0 _!, 1 ' _ CL N O W W -- (A Owwm R < wZ c`rvc~i� 0m am 0 '2 0 2 Q 0 ww z Z a � 2 QQ JWm m2 QO -- / / 2 co M 1 L J N _ Z —= 0 c w c W w 1— 1— lyw2 z 2 co 0Z -- Wm U= OOZO ( WU w2Q X )/// Wm 1 L 1 �i a G CASCADE, KITSAP LAKE PARK #22016 :. '. ri ) 1978 PRICE RD. NW A�osF'�4cs cam°, w� BREMERTON, WA 98312 Detail Sheet 3 of 12 S1ONALEA EXPIRES: 6n8n023 ", I Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 I 12' 24 GA. HR-36 EXTENSION STEEL ROOF BEAM #2 OVER 2X6 jjsuBRooF II WOOD BARGE END RAFTER BEAM GUSSET BEAM EXTENSION BEAM #1 rim +1 GUTTER & & (2) DOWNSPOUTS eo END COLUMN END ELEVATION 12'X32' MARANA MODEL NTS • Q. O i •14 • CASCADE, KITSAP LAKE PARK #22016 w� 49700 1978 PRICE RD. NW °r 'ecrs ste. CtA'N�w ts BREMERTON, WA 98312 Detail Sheet 4 of 12 S/ONAI, L F:\YIILF:s: 6/18/20231 W12az 17, 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 oQO�i� 12' q .1I , 2 10 + N F 7 dt M ROOF LINE —►I v CTR OF FTG, ELEC CONDUIT&COLUMN +/- " _ L J t LAYOUT PLAN 12'X32' MARANA MODEL �. °g ` 7. " `'3 NTS ."' CASCADE, KITSAP LAKE PARK #22016 „t • 1978 PRICE RD. NW �„po., kez70,0 ci, BREMERTON, WA 98312 Detail Sheet 5 of 12 SSfON^LF�'c' I EXPIRES: 6/18/20231 7/tan 17, 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 0�0I.-. A I ti I END RAFTER 1 n 11 I BEAM (.!J BOTTOM I 1 ! 1/8 / \ AND SIDES (2) NUTS TACK /TOP AND WELD TO BACK OF 7HANDH0LE N \S I D E S BEAM FACE PLATE V i r— S o )-- d D Q > 11 1 EXTENSION BEAM #2 _// J--- — (2) BOLTS/FW FASCIA BEAM w/ BEAM END PLATE 14 GA. END CAP PLAN VIEW / END RAFTER / FASCIA BEAM DETAIL EXTENSION NTS BEAM #2 1/8 I \ (2) BOLTS/FW w/ BEAM END PLATE HAND HOLE f HAND HOLE aD T. BOTTOM G a & SIDES > 1/8 / \\_ :\\- /TOP & FASCIA BEAM (2) NUTS TACK 1/8 N \SIDES WELD TO BACK OF BOTTOM BEAM FACE PLATE 1/8 / \ & SIDES END RAFTER BEAM SECTION / END RAFTER / FASCIA BEAM DETAIL ii .41, .�r NTS o f /. 4 ./. ; . 6,,r ''. 91, ) CASCADE, KITSAP LAKE PARK #22016 �,� ioo w� 1978 PRICE RD. NW %,'�crsiE0���`; BREMERTON, WA 98312 Detail Sheet 6 of 12 SSrovA1 C.� 1 EXPIRES: 6/18/20231 W2a1. 17, 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 o�sZ;IIII.-- I ti i� MID RAFTER -`7 0 .1, I , I BEAM BOTTOM i i v( 1/8 / < AND SIDES /TOP AND (2 NUTS TACK WELD)TO BACK OF V 1/8 N \SIDES BEAM FACE PLATE HAND HOLE (2) BOLTS/FW FASCIA BEAM \_ w/ BEAM END PLATE TYP. 14 GA. END CAP PLAN VIEW / MID RAFTER / FASCIA BEAM DETAIL NTS TOP 1/8 (2) BOLTS/FW w/ BEAM END PLATE HAND HOLE ,/— t 7 � � 4 > (2) NUTS TACK TOP &\— FASCIA BEA M AM TYP. WELD TO BACK OF %\\ 1/8 N SIDES BEAM FACE PLATE BOTTOM MID RAFTER BEAM 1/8 V < & SIDES I SECTION / MID RAFTER / FASCIA BEAM DETAIL NTS ., of :if,•, .4 CASCADE, KITSAP LAKE PARK #22016 1978 PRICE RD. NW r0,po k 700 BREMERTON, WA 98312 Detail Sheet 7 of 12 4`S's!oNAt.v'c' 1 EXPIRES: 6/18/20231 Val 17, 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 �QO� 9 .11 1 , I' 1 0, I ' I _ PERIMETER BEAM 1 I (2) BOLTS 1 I TACK WELD TO BACK OF BEAM END PLATE (2) BOLTS TOP & , TACK WELD TO BACK OF SIDES 7 1/8 N I If T/I I BEAM END PLATE END RAFTER c [ BEAM • L _ Y4" REINFORCING j — PLATE > — END COLUMN , \I I ITOP & 1/8 N\ \SIDES 1/8v II Y4' REINFORCING PLATE EXTENSION BEAM #1 I 1, I (2) NUTS/FW TYP PLAN VIEW / END COLUMN CONNECTION DETAIL NTS • Q,, ,og .!'�,`�, 4 ,� • 44 CASCADE, KITSAP LAKE PARK #22016 1978 PRICE RD. NW 1, a9i,o o� �R � o �, BREMERTON, WA 98312 Detail Sheet 8 of 12 -SSION'ALE*-% 'EXPIRES: 6/1 8/2 0 2 31 'man 17. 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 l\QO/' s J , J 4 PERIMETER BEAM TYP. (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE (2) BOLTS TOP & TACK WELD TO BACK OF SIDES/ 1/8 1\ ( BEAM END PLATE MID RAFTER ('i `c ` BEAM Y4" REINFORCING f PLATE MID COLUMN /TOP & II �/g \SIDES ' \\ PERIMETER BEAM %4" REINFORCING PLATE (2) NUTS/FW TYP 1' PLAN VIEW / MID COLUMN CONNECTION DETAIL NTS k 1 ' rJ er-,4,0 . , 4 CASCADE, KITSAP LAKE PARK #22016 1978 PRICE RD, NW 44, 49700 o kcyY BREMERTON, WA 98312 Detail Sheet 9 of 12 IC)loss c`sO G‘� 1o,\AI.E I LXPIRF:S: 6/18120231 7/la7 /7, 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 7 `J 1 , HR-36w/(1)#12X1" HEXTEK r i w/WASHER @ EACH VALLEY OVER 2X6 T&G SUB-ROOF N (TOP & 1/8 \SIDES (1)#12-24X2Y2" PHILLIPS (2) NUTS/FW FLAT HEAD w/WINGS @ EACH BOARD @ EACH CROSS BEAM DRIP TRIM iiiir 12 8d & 16d _`= illiiiiiiiiiiir) 2GALV. NAILS bilr III ` 41III 1"X3" TRIM vir24 GA GUTTER lit�I /`\II*END ` RAFTER11111 BEAM 2"X2" BACKING 1/8 r \ I PERIMETER BEAM (2) BOLTS TACK WELD TO BACK OF PI (2) NUTS/FW BEAM END PLATE - GUSSET 2"X4" R.S. 1 SIDE #1 SPF FASCIA Y4' REINFORCING PLATE 24 GA. END COLUMN DOWNSPOUT FASCIA SECTION #1 NTS ,I ‘fi1:4,i, 1 : . .- - 90, ) CASCADE, KITSAP LAKE PARK #22016 �,j, 49T00 1978 PRICE RD. NW °•44S o�i�� �c�� , BREMERTON, WA 98312 Detail Sheet 10 of 12 1 EXPIRES: 6/10/20231 War 17, 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 ov0P� 0 n 1 I , HR-36 w/(1)#12X1" HEX TEK 'I r i J w/WASHER @ EACH VALLEY OVER 2X6 T&G SUB-ROOF (TOP & 1/8 I \ \SIDES (1)#12-24X2Y" PHILLIPS (2) NUTS/FW FLAT HEAD w/WINGS @ EACH BOARD @ EACH CROSS BEAM DRIP TR/'(11X31 iiiiiiiiiiiiiiiimor 12 8d & 16d `� viiiiiiiiiiii` iiiiiiii 12 GALV. NAILS ND o ,i y) --� TRIM \� ninwr 24 GA i i GUTTER 1 \14111P*MID \ �l RAFTER BEAM 2"X2" BACKING 1/8 r \ I PERIMETER BEAM (2) BOLTS TACK WELD TO BACK OF \ (2) NUTS/FW BEAM END PLATE GUSSET 2"X4" R.S. 1 SIDE #1 SPF FASCIA Y4' REINFORCING PLATE 24 GA. MID COLUMN DOWNSPOUT i FASCIA SECTION #2 NTS i ,firli, :. . _it, 0 ) CASCADE, KITSAP LAKE PARK #22016 A,j, 49710 , 1978 PRICE RD. NW Qs, crs,1 '° ' BREMERTON, WA 98312 Detail Sheet 11 of 12 �SS'ONALVNG I EXPIRES: 6/18no231 Neu /7, 2022 Docusign Envelope ID:7FCCF276-71DB-4F95-8BE1-330F1DBD7DF8 oOOo_ ADJUST FTG DEPTH FOR s n .1 i , LOCAL FROST CONDITIONS EXPANSION MAT'L COLUMN F GD _\ . CONCRETEINISH SLAB SIN HANDHOLE wl COVER i i II r is }„' •. ''.r ° : a a l j—Y I ;'- i III— - a a ° III— (3)43 REBAR HOOPS I . I IN TOP 5" 1- " •• I II I• ° 2500 PSI CONCRETE BY CONTRACTOR ° STUB ELEC CONDUIT o c PER LOCAL CODE DRILLED HOLE ! ! e . g SEE COL DTL PLAN FOR LOCATION DO NOT FORM! ! ' a . °; a • a n ° a ° - # 3 REBAR HOOPS 10"OC 4"PLATE , (6)#5 VERTICAL REBAR a . 1—I 4 d. • 4 °' '-° (—I I I- 3"DOBIE BRICK ffTi" BY CONTRACTOR III I=1 I—I ' 11 III- NON-EXPANSIVE, -- — 3"TYP UNDISTURBED OR 95% 2'-6"DIA COMPACTED SUBGRADE DIRECT BURY CAISSON FOOTING 12'X32' MARANA MODEL ,t NTS ;. .6Piz '92, ) CASCADE, KITSAP LAKE PARK #22016 1978 PRICE RD. NW It, , ►710 �4 BREMERTON, WA 98312 Detail Sheet 12 of 12 ' SS!ONAI,0-N I E\PIRes: 6/18/20231 Nevi 17, 2022 Docusign Envelope ID:7FCCF276-71 DB-4F95-8BE1-330F1 DBD7DF8 Public Works and Utilities Department 100 Oyster Bay Ave. N. • Bremerton, WA 98312 • (360)473-5920 • FAX(360) 473-5360 DATE: 7/16/24 TO: Procurement File FROM: Parks&Recreation Department SUBJECT: Sole Source Determination In accordance with Bremerton Municipal Code 2.76.090, Sole Source Purchases, the purpose of this memorandum is to document the necessity of sole source procurement methodology for the purchase of Kitsap Lake Park picnic shelter Reasoning (check all supporting options below and remove unnecessary items): ❑ Compatibility to existing City standard or to existing equipment, inventory, systems, data, programs or service. (Attach the business case for the standard and attach a copy of the standard if it is written). ❑ Licensed or patented product with only one dealer. (Include a vendor signed statement/Affidavit explaining why this particular licensed or patented product is the only one suitable for your purpose) ❑ Authorized service provider, repair and/or warranty services. The City requires service or repair support for products or equipment owned by the City, and the vendor is either a factory authorized warranty service provider or that particular vendor is required for warranty services according to the conditions of a current City contract. (Include a vendor signed statement/Affidavit explaining and certifying to the relationship between the vendor and service provider). ❑ Unique design: Requires unique features that are essential aesthetic requirements, or not practical to match to existing design or equipment, such as artwork. Describe. ❑ Special bargain: This might include a surplus item, an auction sale, used equipment, returned "open box" purchase, or other similar one-time bargains. Describe. ❑ Delivery date: Only one supplier can meet required delivery date. Explain why this delivery date is essential. This can only be used in limited circumstances, for delivery deadlines that are the result of an unanticipated situation, and not a circumstance that could have been reasonably anticipated or averted by advance City planning. 2 Project or research continuity: Product, systems, services or data must comply with an ongoing project, research, data, testing or analysis without a compromise in the integrity of the project. • Page 1 VENDOR NAME July 16, 2024 Rev. 09/2022 Docusign Envelope ID:7FCCF276-71 DB-4F95-8BE1-330F1 DBD7DF8 Public Works and Utilities Department CITY OF 100 Oyster Bay Ave. N. • Bremerton, WA 98312 • (360)473-5920 • FAX(360) 473-5360 BREMERTON Also, this should be a situation that cannot be replicated by another company because there is a legal or physical obstruction to disclosing the project information to allow another company the opportunity to replicate. Examples include situations where a company has legal and/or proprietary rights to customization such as software code, or to data; or testing or data is collected through a unique measuring instrument that cannot be accurately duplicated and offered by another vendor. Engineered plans and details were based on this shelter design(12'x32'structure w/cantilevered roof with 3 columns)and structural calculations were completed when shelter was previously bought for this project through KCDA.When project was delayed due to in-water permitting that shelter was transferred to Haddon Park project. ❑ Requirement by funding source: Lender, grantor (such as federal government) or other provider of funds requires the specific product, service or system. Attach a copy of the document that clearly shows such a requirement is imposed by the funding source. ❑ Legal monopoly: Only one supplier, such as electricity, water, or sewage. ❑ Trial and evaluation projects: A limited duration, limited scope pilot, trial or evaluation of a product, range of products or services. A trial or evaluation project would typically be part of establishing a standard for a City department, or to pilot a particular product or services for a City need. Describe the pilot, specify the scope of the pilot, and attach information to confirm that the pilot is part of a purposeful department pilot initiative. 2 Other: Describe why this is the only company that can provide the sole source product or service. Provide the support document that explains why a particular product, manufacturer, or service is necessary and provide support for why the company you requested is the only available company. Attached structural calculations and engineered plans. Cost/Quote support: Per quote no. •24-4594 at a total cost of:$31,356.79 , our staff believes this is a fair and reasonable price. Therefore, it is my determination that it is in the City's best interests to purchase the 12'x 32'Maran Shelter Structure through direct negotiation, pursuant to BMC 2.76.090 and 2.76.010, and that sole source purchase of these is justified for this procurement. Recommended by: Colette Berna, Park Preservation&Dev. Manager Name, Title • Page 2 VENDOR NAME July 16, 2024 Rev. 09/2022 Docusign Envelope ID:7FCCF276-71 DB-4F95-8BE1-330F1 DBD7DF8 Public Works and Utilities Department CITY OF 100 Oyster Bay Ave. N. • Bremerton, WA 98312 • (360)473-5920 • FAX(360) 473-5360 BREMERTON Approved by: Brian Hauschel, Interim Director Name, Title of Department Director • Page 3 VENDOR NAME July 16, 2024 Rev. 09/2022