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1896 RUTHERFORD RD; ; CBC2021-0192; Permit
Building Permit Finaled Commercial Permit Print Date: 01/12/2024 Job Address: 1896 RUTHERFORD RD, CARLSBAD, CA 92008-7326 Permit Type: BLDG-Commercial Parcel#: 2121203000 Valuation: $374,777.58 Occupancy Group: A3/B/Fl/SI #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2019 Sprinkled: Project Title: Work Class: Tenant Improvement Track#: Lot#: Project#: Plan#: Construction Type:VB Orig. Plan Check#: Plan Check#: Permit No: Status: (city of Carlsbad CBC2021-0192 Closed -Finaled Applied: 05/27/2021 Issued: 07/23/2021 Fina led Close Out: 01/12/2024 Final Inspection: 01/12/2024 INSPECTOR: Kersch, Tim Description: ARGONAUT MANUFACTURING: CONVERT (8058SF) WAREHOUSE TO CONDITIONED WAREHOUSE WITH WALK-IN COLD ROOM AND FREEZER Applicant: KDG ARCHITECTURE KIMBERLY KRENEK 6520 NANCY RIDGE DR SAN DIEGO, CA 92121-2250 (858) 558-5935 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: PDG CARLSBAD 46 LIMITED 1896 RUTHERFORD RD CARLSBAD, CA 92008 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRE F Occupancies Tl FIRE STORAGE TANKS -Aboveground (First Tank) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $4,512.77 Total Payments To Date: $4,512.77 Balance Due: AMOUNT $1,602.25 $1,121.58 $89.00 $628.00 $722.00 $175.00 $55.00 $15.00 $104.94 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Pagelofl 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov i (•·.· City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 :::~ ~.~::k CJ~<f,;o/l1ff152- PC Deposit Date _.__,s:~~__,._,_/_;;l.:;_,_/ _ Job Address 1896 RUTHERFORD ROAD Suite: ____ .APN: 212-120-62 Tenant Name:ARGONAUT MANUFACTURING lot#: 46 .....;. _______ _ Vear Built: ~19~9~6~--Occupancy: S-1. F-1. B Construction Type.· V..:B;.... ___ fire Sprinklers:'!' i;;::iA/C: twJ i;;::i BRIEF DESCRIPTION OF WORK: CONVERSION OF 8,058 S.F. OF WAREHOUSE TO CONDITIONED WAREHOUSE WITH WALK IN COLD ROOM AND FREEZER 0 Addition/New:. __________ New SF and Use, __________ New SF and Use, ___ Deck SF, Patio Cover SF (not including flatwork) ■ Tenant lmprovement:._8~,0_5_8 ___ SF, Existing Use_S_-1 _____ Proposed Use _S_-_1 ____ _ _____ SF, Existing Use Proposed Use _____ _ O Pool/Spa: ____ ~SF Additional Gas or Electrical Features?--------=-------n n □□ □□ 0 Solar: ___ KW, ___ Modules, ___ .Mounted, Tilt: 'i'es / No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: ------------------------ D Other: This permit is to be Issued in the name of the Property Owner as Owner~Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below wiJI be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT 0 Name:PDG Carlsbad 46, Ltd. Address:505 LOMAS SANTA FE DRIVE City:SOLANA BEACH state:CA Zip:92075 Phone: {619) 258-2900 EXT. 304 Email:ebenson@argonautms.com PROPERTY OWNERS AUTHORIZED AGENT Name: Eric Benson Address: 1896 Rutherford rd City:Carlsbad State:CA Phone: (760) 443-4762 Email: ebenson@argonautms.com DESIGN PROFESSIONAL APPLICANT ■ CONTRACTOR BUSINESS APPLICANT 0 Zip:92008 APPLICANT 0 Name:KIMBERL Y KRENEK Name: _______________ _ Address:6520 NANCY RIDGE DRIVE Address: ______________ _ City:SAN DIEGO State:CA Zip:92121 Clty: _______ .State:. __ .Zip: ____ _ Phone:858-558-5935 Phone: ------------------Em a 11: KIMBERL Y@KRENEKDESIGN.COM Email: ------------------Architect State license: .;;C;..2;;.6.;.7;..8;;..6;..._______ State license: ______ Bus. license: _____ _ 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of2 Email: Building@carlsbadca.gov Rev. 08120 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING {OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, ond my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a cert!flcate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor.Code, for the performance of the work which this permit is issued. Polley No. _______________________ _ DI have and wlll maintain worker's compensation, as required by Sectlon 3700 of the labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: __________________ _ Polley No .. _____________________ ,Explratlon Date: D Certificate of Exemption; I certify that In the performance of the work for which thls permit is Issued, I shal! not employ any person In any manner so as to become subject to the workers' compensation Laws of California. WARNING: failure to secure workers compensation coverage Js unlawful and shall subjecl an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3106 of the Labor Code, interest and attorney's fees. CONSTRUCJ]Q_N LENDING AGENCY, IF ANY: ! hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (l) CMI Code). Lender's Name: _________________ Lender's Address: ____________________ _ CONTRACTOR PRINT: _______ _ SIGN: ________ .DATE: _____ _ (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's license Low for the following reason: Qi, as owner of the property or my employees with wages as their sole compensation, wUI do the work and the structure is not Intended or offered for sale {Sec. 7044, Business and Professions Code; The Contractor's license Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement Is sold within one year of completion, the owner-builder wlll have the burden of proving that he did not bulld or improve for the purpose of sale). ■ I, as owner of the propertv, am exclusively contracting with licensed contractors to construct the project (Sec, 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Business and Professions Code Divlslon 3, Chapter 9, Ar tide 3 for this reason: 0 "Owner Builder acknowledgement and verification form» has been filled out, signed and attached to this application. Proof of identification attached. 0 Owners "Authorized Agent Form" has been filled out, slgned and attached to this application giving the agent authority to obtain the permit on the owner' behalf. Proof ot identification attached, By my signature below t acknowledge that, except for my personal residence in Which I must have resided for at least one year prior to completion of the improvements covered by thls permit, I cannot legally sell a structure that I have built as an owner-builder If it has not been constructed in its entirety by licensed contractors. I understand that a copy of the appficable law, Section 7044 of the Business and Professions C e, Is available upon request when this application is submitted or at the fo!Jowfng Web site: http://www.leginfo.ca.gov/ca/aw,html. APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of California licensed Contractor or authorized to act on the property owner or contractors behalf. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. J ALSO AGREE TO SA VE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST All l/AB/LfnES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOJJENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over s~o' deep and demolitt0n or construction of structures over 3 stories m height. APPLICANT PRINT:Eric Benson SIGN: ~ DATE: 25 May 2021 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 o/2 Email: Building@carl!,!Jadce.,JlQ\' Rev. 08/20 PERMIT INSPECTION HISTORY for (CBC2021-0192) Application Date: 05/27/2021 Owner: PDG CARLSBAD 46 LIMITED Permit Type: BLDG-Commercial Work Class: Tenant Improvement Issue Date: 07/23/2021 Subdivision: CARLSBAD TCT#85-24 UNIT#03 Status: Closed -Finaled Expiration Date: 05/17/2022 Address: 1896 RUTHERFORD RD IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date 11/18/2021 11/18/2021 BLDG-84 Rough Combo(14,24,34,44) 171001-2021 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLOG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS 01/12/2024 01/12/2024 BLDG-Final Inspection 236634-2024 Friday, January 12, 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 33652 CARLSBAD, CA 92008-7326 Inspection Primary Inspector Reinspection Inspection Status Passed Tim Kersch Complete Passed Yes Yes Yes Yes Yes Passed Tim Kersch Complete Passed Yes Yes Yes Yes Yes Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2021-0192) Permit Type: BLDG-Commercial Application Date: 05/27/2021 Owner: PDG CARLSBAD 46 LIMITED Work Class: Tenant Improvement Issue Date: 07/23/2021 Subdivision: CARLSBAD TCT#85-24 UNIT#03 Status: Closed -Finaled Expiration Date: 05/17/2022 Address: 1896 RUTHERFORD RD IVR Number: 33652 CARLSBAD, CA 92008-7326 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07/27/2021 07/27/2021 BLDG-14 162830-2021 Partial Pass Tim Kersch Relnspection Incomplete Frame/Steel/Bolting/We !ding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-44 162816-2021 Partial Pass Tim Kersch Reinspectlon Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/28/2021 07/28/2021 BLDG-11 162961-2021 Passed Tim Kersch Complete Foundation/Fig/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Pre con and job review Yes 07/30/2021 07/30/2021 BLDG-17 Interior 163181-2021 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/03/2021 08/03/2021 BLDG..S1 Underground 163351-2021 Passed Tim Kersch Complete Combo(11, 12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 Yes Underground-Underfloor Plumbing BLDG-31 Yes Underground-Conduit Wiring 08/05/2021 08/05/2021 BLDG-11 163645-2021 Passed Tim Kersch Complete Foundation/Fig/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/06/2021 08/06/2021 BLDG-17 Interior 163685-2021 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Friday, January 12, 2024 Page 1 of 2 (city of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner··builder of the property located at: Site Address 1896 Rutherford Road, Carlsbad, California 92008 -(PDG Carlsbad 46, Ltd.) The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner .. ·Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner---Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. RT I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. 111. RT I understand as an "Owner·Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. RT I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. RT I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV. 08/20 Owner-Builder Acknowledgement Continued VI. RT I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. RT I understand under California Contractors' State License Law, an Owner--Builder who builds single family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. RT I understand as an Owner Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. RT I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand 1 may contact the California Contractors' State License Board (CSLB) at 1800 321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. RT I am aware of and consent to an Owner·-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 1896 Rutherford Road, Carlsbad, California 92008 XI. RT I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner Builders as well as employers. XII. RT I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State license Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty af perjury that I have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) hove waived this right in signing this form without the advice.of legal counsel. Rob C. Tschantz -PDG Carlsbad 46, Ltd. 7/22/21 Property Owner Name (PRINT) Property Owner Signature Date 2 REV. 08/20 { City of Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'S AUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form is required to be completed by the property owner only when designating an agent to apply for a construction permit on his/her behalf, AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. Tenant Improvements Scope of Construction Project (or Description of Work): ____________________ _ 1896 Rutherford Road, Carlsbad, CA 92009 Project location or Address: _____________________________ _ Eric Benson 760-443-4 762 Name of Authorized Agent: __________________ Tel No. _________ _ 1896 Rutherford Road Address of Authorized Agent: ____________________________ _ Carlsbad, CA 92009 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. P-~ -r~-r 5/24/215/24/21 Property Owner's Signature; __ ~-------'✓"-------------Date: ______ _ 1 INTERWESI DATE: 7/9/2021 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2021-0192 PROJECT ADDRESS: 1896 Rutherford Rd. SET II PROJECT NAME: ARGONAUT MANUFACTURING PHASE II T. I. D APPLICANT D JURIS. ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Kimberly Krenek ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Kimberly Krenek Telephone#: 858-558-5935 Date contacted: (by: ) Email: kimberly@kenekdesign.com Mail Telephone 0 REMARKS: By: David Yao lnterwest Fax In Person Enclosures: 7/1/2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: 6/16/2021 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2021-0192 • lW INTERWEST SET: I PROJECT ADDRESS: 1896 Rutherford Rd. PROJECT NAME: ARGONAUT MANUFACTURING PHASE II T. I. □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. C3J The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. C3J The applicant's copy of the check list has been sent to: Kimberly Krenek D lnterwest staff did not advise the applicant that the plan check has been completed. C3J lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Kimberly Krenek Telephone#: 858-558-5935 Date contacted: (by: ) Email: kimberly@kenekdesign.com Mail Telephone 0 REMARKS: By: David Yao lnterwest Fax In Person Enclosures: 5/28/2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad CBC202 l-O 192 6/16/2021 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK#.: CBC2021-0192 OCCUPANCY: A3/B/fl/S1 TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED:6/16/2O21 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: ACTUAL AREA: STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/28/2021 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2019 CBC, which adopts the 2018 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2018 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy} where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2021-0192 6/16/2021 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 1. City of Carlsbad requires that all plans provide completed Climate Action Plan (CAP) Consistency Checklist, city form B-50. 2. When a project requires CAP forms make sure CAP forms are scanned and sent back with the corrections list. Also when final plans are approved rubber band CAP forms to outside of the plans and do not put them inside the roll up. 3. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. 4. Sheet T1 .1 shows generator details. Is generator revision part of this permit application? Please clarify on the plan. 5. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). 6. Key notes 4 and 5 on sheet A2.1 refer to the detail XIA 10.1. Please specify which details are for the wall? 7. Does the pre-manufacture cold room has some approval? ICC? Or City of LA approval? MISCELLANEOUS 8. Please refer to the following Mechanical items. City of Carlsbad CBC2021-0192 6/16/2021 9. Electrical Plumbing, and Energy designs are approved as is. 10. Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. 11. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: □ Yes □ No 12. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil. Thank you. MECHANICAL COMMENTS PLAN REVIEWER: Connor Reuss, P.E. SET: I MECHANICAL (2019 CALIFORNIA MECHANICAL CODE) 13. Clearly specify within the mechanical plans that a duct leakage test will be conducted that complies with CMG 603. 10. 1 14. For each walk-in cooler/freezer (separate calculations), please provide calculations that show compliance with CMC 1104.2 "Refrigerant Concentration Limit" for the worst-case concentration/area scenario (i.e. please see CMC Table 1102.3 for allowable quantities). 15. Show the location of the walk-in cooler/freezer condensing units within the plans. 16. Show the location of stop valve on the refrigeration system containing more than 6.6 pounds of refrigerant in compliance with CMC 1110.1. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss, P.E. at creuss@esgil.com. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. END OF DOCUMENT City of Carlsbad CBC2021-0192 6/16/2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 1896 Rutherford Rd. BUILDING OCCUPANCY: BUILDING I AREA I Valuation PORTION (Sq.Fl) Multiplier T. I. 8058 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bid . Permit Fee by Ordinance g .,,. Plan Check Fee by Ordinance .., Type of Review: 0 Repetitive Fee .,,. • Repeats Comments: Complete Review □ Other 0 Homy EaGil Fee PLAN CHECK#.: CBC2021-0192 DATE: 6/16/2021 Reg. VALUE ($) Mod. per city 374,000 374,000 D Structural Only $1,039.191 Sheet of • Structural Calculations for Argonaut Phase 2 Tl Carlsbad, CA Structural Submittal Ml2110129.00 May 19. 2021 MAY 2 6 2021 CITY 3 -'< Q) 3 0 ,... 0 • u • Structural Scope of Work: Code: 2019 CBC and all referenced documents The structural scope is limited to the anchorage design of rooftop units, generator on grade, and design of Louvers beam/column support. Page 1 3 -'< Q) 3 0 ..+ 0 • 5/5/2021 U.S. Seismic Design Maps OSHPD 1896 Rutherford Rd, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1350124, -117.2831343 Carlsbad Kickboxingft Club Boxing Martial. .. T 7-Eleven9 Anytime Fitness Cj> VCA California m ' .Veterinary Specialists T Residen'f'lnn by Marriott San Diego... e Google Date Design Code Reference Document Risk Category Slte Class Type Value Ss 0.978 s, 0.357 SMs 1.173 SM1 null -See Section 11.4.8 Sos 0.782 So1 null -See Section 11 .4.8 Type Value soc null-See Section 11.4.8 Fa 1.2 F, null -See Section 11.4.8 PGA 0.427 FPGA 1.2 PGAM 0.512 TL 8 SsRT 0.978 SsUH 1.086 SsD 1.5 S1RT 0.357 S1UH 0.392 S1D 0.6 PGAd 0.5 CRS 0.901 c., 0.911 https:1/seismicmaps.org P-" i'aradai Callaway Golfq Description 5/5/2021, 9:57:33 AM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second pel1od) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design categoiy Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probabillty of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probabilly of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s ~ ~ai•d'!I-4 (;, " v~-<' 00 i .,,., Map data ©2021 Page 2 1/2 5/5/2021 U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented In this web application 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. SEAOC / OSHPD do 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 seismic data 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 governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. Page 3 https://seismicmaps.org 2/2 ~Tekla· Project Job Ref. Tedds Section Sheet no./rev. 1 Cale. by I Date I Chk'd by I Date App'd by I Date A 5/19/2021 WIND LOADING In accordance with ASCE7-16 Using the directional design method Tedds calculation version 2.1.03 ~,◄---32ft---~~, Wall/sign data Length of wall/sign Height of wall/sign Height to top of sign General wind load requirements Basic wind speed Risk category Velocity pressure exponent coef (Table 26.6-1) Ground elevation above sea level Ground elevation factor Exposure category (cl 26.7.3) Gust effect factor Minimum design wind loading (cl.27.4.7) Topography Topography factor not significant Velocity pressure Velocity pressure coefficient (Table 26.10-1) Velocity pressure Area of sign Ratio of solid area to gross area Wall/sign forces -Case A and B Force coefficient (Figure 29.3-1 ) Resultant force Wall sign forces -Case C Number of whole regions -main wall Length of balance -main wall Region 1 -0.0 ft to 11.0 ft Force coefficient (Figure 29.3-1 ) Effective area Resultant force I B = 32.00 ft s = 11.00 ft h = 11.00 ft V = 100.0 mph II Kd = 0.85 Zg1 =0 m 6.05 ft I Ka= exp(-0.0000362 x Zg1/1ft)= 1.00 C Gt= 0.85 pm,n_r = 8 lb/ft2 Kz, = 1.0 Kz = 0.85 qh = 0.00256 x Kz x Kz, x Kd x Ka x V2 x 1psf/mph2 = 18.5 psf At = B X s = 352 ft2 E = 1.00 18.5psf*1.38*0.85= 21. 7 psf Wall is 30% open so Wind I d will be 21 .7psf*0.7=15.4psf. Ct_A = 1.38 t Used ASCE Code Minimum 6 ,....,.,,.....,,..."'" ............ At = f.~fps N, = lnt(B/s) = 2 Lbalance = B • Ns X S = 10.0 ft c,_c_o to s = 2.57 At_c_, = s x s = 121.0 ft2 FA_c_1 = max(16psf, qh x Gt x (1.8 -s / h) x Ct_c_o,o ,) x A1_c_1 = 3.9 kips ~Tekla Tedds Region 2 -11.0 ft to 22.0 ft Force coefficient (Figure 29.3-1) Effective area Resultant force Region 3 -22.0 ft to 32.0 ft Force coefficient (Figure 29.3-1) Effective area Resultant force Project Section Cale. by A ,,,,,,,,,,,,,,f ,,,,,,,,,,,,,, 7.6 kips Plan -Case A ISS S S SSS 'f SS SS} SS S S S S SS S S S S S SI ---.(.4 nf.- 7.G kips Plan -Case B Job Ref. Sheet no./rev. 2 I Date I Chk'd by I Date App'd by I Date 5/19/2021 Cr_c_s to 2s = 1.68 Ar_c_2 = s x s = 121 .0 ft2 FA_c_2 = max(16psf, qh x Gr x (1.8 -s I h) x C1_c_s102,) x Ar_c_2 = 2.6 kips Cr_C_2s to3s = 1.15 Ar_c_3 = L balance x S = 110.0 ft2 FA_c_3 = max(16psf, qh x Gr x (1.8 -s I h) x Cr_c_21103s) x Ar_c_3 = 1.8 kips Plan -Case C • . .. I s s ~~ ~~ "'?> s (o m1yamoto. Project: Argonaut Phase 2 Tl Project No: Ml2110129.00 Design Loads: Detail 18/S-501 Column Load: Wind Pressure: 16 PSF Column Spacing: 8' o.c. Uniform Load on column: 128 lb/ft (EnerCalc) Detail 18/S-501 Beam Load: Wind Pressure: 16PSF Beam Spacing: 5'-6" Uniform Load on Beam: 88 lb/ft (EnerCalc) Detail 20/S-501 Anchorage Shear Load: Wind Pressure: 16PSF Column Height: 1 '-6" Spacing: 4' o.c. COLUMN DESIGN BEAM DESIGN Resultant Load: 16PSF *(1.5'*4') = 96 lb (Evaluation Report) Rooftop Beam ID (EnerCalc): RTU-2 WT=tOOl.8$ (N) re Cnt,cal 1 s,gn cu •1 l'OOLBS l!!l!ll Sheet No: ___ _ Cale. By: AS Date: ___ _ Chk. By: --Date: ___ _ LOINlM•f OTMCilllSASOCCl..ltS J()Tf I lf..w'Eltl'UiNllUVATIOH M00Clll5.:m:2 I MFUl[MCfl)(lolllltll JCIIM..l(IIMTIIICMICOJH:CflON 1 tOIZONllll.l[Nol$101f:H5Stc4'\l4T'l'I" lQCAT["(illllJICM1(CllaAL.~ ------------0 Page 10 I EVALUATION REPORT Report Number: Originally Issued: Revised: Valid Through1 240 01/2012 08129/2013 01/2014 TABt[ 2--ALLOWABU; TENSIO AND Sil[,\ R 1,0ADS F'OR T1J£ STRONG-BOLT" 2 WEDGE ANCHORS INS'f ALLED I FULL V GROUTED CMU CON TRUCTIONu., A!IICIIOll..1 INST .4LU:D IN 1111: FACI: OF FULLY GROGTED CMU CON!ITlllJCTION A, CHOR EMBED-l"'ISTAU.,. ANCHOR LOCATIO '-• ALLOW BLE l.OADS FOR CHORS l>l~fETER tENT ATION (laclin) I STALLEDATDISTA CE! ?:CRrTICAL {In.) DEPTK' TORQ E EDGE DISTANCE. c..., (la.) (rt.4hr.) AND CRJTICAL SPACING. s..., (lbl) [dcr I Ead DislH<r Spad•c Trulo•"' Shra,.,..' Crillul, l\1lnlm11m, Cr'llk1I, Ml■lm■111, """' c,.i. l,w, 8,.i. I 1 '1. 4 12 2 8 4 :no 300 . . ,. t•,., 20 12 4 8 4 435 775 'r, 3'1i 35 12 4 8 4 530 1,010 'r, 4 •. '• 55 20 4 k 4 !190 1,165 'I, s•,. 100 20 4 8 4 1.050 2,490 ANCHOU INSTALLED IN THE TOP Of' rtJLLV GROUTED CMU CONSTRUC110N A CHOR EMBED-INSTALL,-A~C'HOR l..OCATIO!'"' ALLOW BLE LOADS l'OR A "C'HORS DIAMITER MENT ATION (l~hn) INST ALU:D AT DISTANCES ?: CRITICAL (In.) DEPTH4 TORQ E £ D DISTANCE."- (la.) (rt.-4br.) CRITICALSPACI G,$_ \fl 'IM M EDGE DIST,\ ·cc.~. (lb0 [nd Dist 1mc-~PK'inC Edi:.-Dlu-■c.-Tnifo■u har ht'tlr Pu11Ucl Crtdc■L l\1tnl,.um, Critlul, Unlmum, l\1l11tm■m. Ptrpenclkular 10 Wall',. 10 Wall'-' c,,. , ..... s, ... i .. c.-"- ',! J'1, 35 12 4 8 4 I J/4 415 235 670 .,. 4 '· • 55 12 4 ~ 4 I 3 4 (,4() 275 770 • "'' ...... , I 1.,~,I _.,;,.• ,., , 1 p~ -o,r,'1' ~r ;u. 1 nu -... -.n, '"· Tabul••~ loold,. aJY fo, anchor~ m:iulled ,n full) (tn.)Utl'd CMU wall consiruc110,, rnn,1,1in1,t of malerul~ in oomphan.:c with Sec1ion 3.2 of lh~ repott The spec1f1td romp"'-''"~ s1ren111h of ntas.onf'), f ... a1 2k da>, shall l>c a m,mmum or 1,500 rs• 2 Allowahle lo.Mt, a.-.: b=d oo Jk!riodic srec,al injlf><:ction hcin11 l'fLW1dcd durin.g anchor in:!laltanon SJl(!ci,al in~p.-c11on requ,reml!llt5 ,hall ,-ornply w11h SeL"lion 4.3 of 1his report. 'Allowabk load, may be UK'f~5cd in Kcordancc with Socuon 5.J and Table I oflhis rcpon. where pcmuncd by tbc IBC or 11J. rc.krc.nccd sumdarch. 'Embcdmcm dtpl.h Ii measured from the oumdc face of the masonry to the end of the mandrel. 'Crnm1I and mm1rnum edge dl$1an\'ts 11od cnocaJ u.nd mmnllllrn sp,mng sholl comply with thts ruble Rffcr to Figure 2. Cn11c-0l edge distance and mucal •r...,,rq; ar< valid for anc:horA rcHsling the LUhuwlcd 1tllowabk lc:nsooa or shear loads. T11bk 3 tobulatc;s allowable 1ens10n and llhc:ar lood rcdocuon factors for anchon 1nstalkd ~tween m11c,1I and m1mmum c:d.!tc dtswmc• aod SpK•~ • A,,_ho.-. ahijll I>• mSl~llcd u mmnnum of I , i"'he• from ~~r1ie11l h.,.,d JO•nll, ,1nd T-j<>,nt,, Fi~un:: 2 illu,1ra1~• pcrm111cd und p<0h1l>t1•"11 an,;hu, 1n,1.1ll111on loca11on.s Sc,1100 4 2 of1h, report pr-0, ides .sddi1,on11I install(ll100 deiail• 1Tal>ula1cd allowable loads are hG~ed on a f~ror of ~fety of fiv~ CS t. 'Criucal and minimum end du.um es. criuCJ1I and minimum pacing. ond muumum edge d&swnce shall comply "~th 1h11 iabk and Figure 3. Crttical end d11u,nce and cnucal spacing an, valid for anchon rc11sung lhc tabulated allowable tens,on or shear load<.. Table 3 for a.llowoblc 1cn11on and shear load rcducuon factors for anchor• installed bclwcefl mncal and mm,mum end dostan•-CS ond lil)llcmg. 'Ernbcdmcnt depth 15 measured from 1hr lop of the masonry wall to the end of the mandrel Page 10 I Wood Beam .. , ,. ; DESCRIPTION: (N) 4x8 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Project Title: Engineer: Project ID: Project Descr: Software cop Analysis Method : Allowable Stress Design Fb + 1000 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb-1000 psi Ebend-xx 1700ksi Fe -Prll 1500 psi Eminbend -xx 620ksi Wood Species : Douglas Fir-Larch Fe -Perp 625 psi Wood Grade : No.1 Fv 180 psi Ft 675 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling DO 15 1 4x8 I r4 Span = 8.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load : D = 0.150 . Tributary Width = 1.0 ft. (Mechanical Unit) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span II where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.416; 1 4x8 486.86psi 1,170.00psi DOnly 4.000ft Span # 1 0.000 in 0.000 in 0.076 in 0.000 in Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Ratio= 0<360 Ratio = 0 <360 Ratio= 1258>=180 Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb DOnly Length = 8.0 h 0.416 0.194 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.24 486.86 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 h 1 0.140 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.75 292.12 Overall Maximum Deflections Load Combination Span Max.·-· Dell Location in Span Load Combination DOnly 1 0.0763 4.029 Vertical Reactions Support notation : Far leh is #1 Load Combination Support 1 Support 2 Overall MAX1mum 0.622 0.622 Overall MINimum 0.373 0.373 Design OK F'b V 0.00 0.00 1170.00 0.53 0.00 0.00 2080.00 0.32 Max.'+" Defl 0.0000 Values in KIPS 0.194: 1 4x8 31.40 psi 162.00 psi DOnly 7.416ft Span # 1 Shear Values Iv 0.00 F'v 0.00 31.40 162.00 0.00 0.00 18.84 288.00 Location in Span 0.000 Page 11 Wood Beam ..... ; DESCRIPTION: (N) 4x8 Vertical Reactions Load Combination DOnly +0.60D Support 1 0.622 0.373 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 0.622 0.373 Values in KIPS Page 12 Project Title: Engineer: Project ID: Project Descr: Steel Column ..... ; DESCRIPTION: HSS 4x4x1/4" Louvers Column (Detail 18/S-501) Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS4x4x1/4 Analysis Method : Load Resistance Factor esig,.ec Software copyright ENERCALC, Overall Column Height 11 ft Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 36.0 ksi 29,000.0 ksi X-X (width) axis: E : Elastic Bending Modulus Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Column self weight included : 134.310 lbs· Dead Load Factor BENDING LOADS ... Wind: Lat. Uniform Load creating Mx-x, W = 0.1280 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1536 : 1 Load Combination +1.20D+0.50Lr+L +W+1 .60H Location ol max.above base 5.463 ft At maximum location values are ... Pu 0.9' Pn Mu-x 0.9 • Mn-x: Mu-y 0.9' Mn-y: 0.1612 k 109.188 k 1.936 k-ft 12.663 k-ft 0.0 k-ft 12.663 k-ft PASS Maximum Shear Stress Ratio = 0.02825 : 1 Load Combination +1.20D+0.50Lr+L +W+1 .60H Location ol max.above base O. 0 ft At maximum location values are .. Vu : Applied 0.7040 k Vn' Phi : Anowable 24.920 k Load Combination Results Maximum Axial + Bending Stress Ratios Cbx Load Combination + 1 .40D+ 1.60H + 1 .20D+0.50Lr + 1 .GOL + 1 .60H + 1 .20D+ 1 .60L +0.50S+ 1 .GOH + 1 .20D+ 1 .60Lr +L + 1 .60H + 1 .20D+ 1 .GOLr+0.SOW+ 1 .GOH + l .20D+L + l .60S+ 1.60H + 1 .20D+ 1 .60S+0.50W+ 1 .GOH + l.20D+0.50Lr+L+W+ 1.60H + l.20D+L+0.50S+W+ 1.G0H +0.90D+W+ 1.G0H + 1 .20D+L +0.20S+E + 1 .60H +0.90D+E+0.90H Maximum Reactions Load Combination +D+H +D+L+H +D+Lr+H Stress Ratio Status Location 0.002 PASS 0.00 ft 1.00 0.001 PASS 0.00 ft 1.00 0.001 PASS 0.00 ft 1.00 0.001 PASS 0.00 ft 1.00 0.077 PASS 5.46 ft 1.00 0.001 PASS 0.00 ft 1.00 0.077 PASS 5.46 ft 1.00 0.154 PASS 5.46 ft 1.00 0.154 PASS 5.46 ft 1.00 0.153 PASS 5.46 ft 1.00 0.001 PASS 0.00 ft 1.00 0.001 PASS 0.00 ft 1.00 Axial Reaction @Base X-X Axis Reaction k 0.134 0.134 0.134 @ Base @Top Service loads entered. Load Factors will be applied for calculations Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections .. AlongY-Y 0.1884in at for load combination :W Only Along X-X 0.0 in at lor load combination : 0.0 k 0.0 k 0.7040 k 0.7040 k 5.537ft above base 0.0ft above base Maximum Sbear Ratios Cby Kxlx/Rx 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0,00 1.00 0.00 1.00 0.00 Y-Y Axis Reaction @Base @Top KyLy/Ry Stress Ratio Status Location 0.00 0.000 PASS 0.00ft 0.00 0.000 PASS 0.00ft 0.00 0.000 PASS 0.00ft 0.00 0.000 PASS 0.00ft 0.00 0.014 PASS 0.00ft 0.00 0.000 PASS 0.00ft 0.00 0.014 PASS 0.00ft 0.00 0.028 PASS 0.00ft 0.00 0.028 PASS 0.00 ft 0.00 0.028 PASS 0.00 ft 0.00 0.000 PASS 0.00ft 0.00 0.000 PASS 0.00 ft Note Only non-zero reactions are listed Mx -End Moments k•ft My -End Moments @ Base @Top @ Base @Top Page 13 Steel Column '·"·; DESCRIPTION: HSS 4x4xl/4" Louvers Column (Detail 18/S-501) Maximum Reactions Load Combination +O+S+H +0+0. 750Lr+0.750L+H +0+0. 750L +O. 750S+H +0+0.60W+H +0+0. 750Lr +0. 7 SOL +0.4 S0W+H +0+0.750L+0.750S+0.450W+H +0.600+0.60W+0.60H +0+0. 70E+0.60H +O+O. 750L +0. 750S+0.5250E +H +0.600+0.70E+H DOnly Lr Only LOnly SOnly WOnly EOnly H Only Extreme Reactions Item Extreme Value Axial @ Base Maximum Minimum Reaction, X·X Axis Base Maximum Minimum Reaction, Y • Y Axis Base Maximum Minimum Reaction, X·X Axis Top Maximum Minimum Reaction, Y • Y Axis Top Maximum Minimum Moment, X·X Axis Base Maximum Minimum Moment. Y .y Axis Base Maximum Minimum Moment. x.x Axis Top Maximum Minimum Moment, y.y Axis Top Maximum Minimum Axial Reaction @Base 0.134 0.134 0.134 0.134 0.134 0.134 0.081 0.134 0.134 0.081 0.134 Axial Reaction @Base 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 0.134 Maximum Deflections for Load Combinations Load Combination Max. X·X Deflection +O+H 0.0000 in +O+L+H 0.0000 in +D+Lr+H 0.0000 in +D+S+H 0.0000 in +D+0. 750Lr+0.750L +H 0.0000 in +D+0. 750L+0.750S+H 0.0000 in +0+0.60W+H 0.0000 in +D+O. 750Lr +0. 750L +0.450W+H 0.0000 in +D+0.750L+0.750S+0.450W+H 0.0000 in +0.60D+0.60W+0.60H 0.0000 in +D+0. 70E +0.60H 0.0000 in +0+0. 750L +0. 750S+0.5250E +H 0.0000 in +0.60D+0.70E+H 0.0000 in DOnly 0.0000 in Lr Only 0.0000 in L Only 0.0000 in SOnly 0.0000 in X-X Axis Reaction @Base @Top X·X Axis Reaction @Base @Top Distance 0.000 ft 0.000 ft 0.000 fl 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 It 0.000 ft 0.000 ft 0.000 It Project Title: Engineer: Project ID: Project Descr: k Y • Y Axis Reaction k @Base @Top 0.422 0.317 0.317 0.422 0.704 0.422 0.317 0.317 0.422 0.704 Y • Y Axis Reaction @Base @Top 0.704 0.704 Max. Y. Y Dellection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.113 in 0.085 in 0.085 in 0.113 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in Note Only non-zero reactions are listed Mx • End Moments k•ft My• End Moments @ Base @Top @ Base @Top Mx • End Moments k•rt My • End Moments @Base @Top @ Base @Top Distance 0.000 ft 0.000 It 0.000 It 0.000 It 0.000 ft 0.000 It 5.537 It 5.537 It 5.537 It 5.537 ft 0.000 ft 0.000 It 0.000 It 0.000 It 0.000 ft 0.000 ft 0.000 It Page 14 Steel Column t. 11. ; DESCRIPTION: HSS 4x4x1/4" Louvers Column (Detail 18/S-501) Maximum Deflections for Load Combinations Load Combination WOnly E Only H Only Steel Section Properties Depth Design Thick Width Wall Thick Area Weight Ycg Sketches C 6 0 "<t' Max. X-X Deflection Distance 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 HSS4x4x1/4 4.000 in I xx 0.233 in s xx 4.000 in Rxx 0.250 in Zx 3.370 in•2 I yy 12.210 plf s yy Ryy 0.000 in +Y +X 4.00in Project Title: Engineer: Project ID: Project Descr: Max. Y-Y Deflection Distance h 0.188 in 5.537 h h 0.000 in 0.000 h h 0.000 in 0.000 It 7.80 in•4 12.800 in'4 3.90 in•3 1.520 in 4.690 in•3 7.800 in'4 C 6.560 in•3 3.900 in•3 1.520 in 0 0 t i Page 15 Project Title: Engineer: Project ID: Project Descr: Steel Beam 1.11. ! DESCRIPTION: Detail 18/S-501 Beam Design CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending D O 1 W 0 .1 I ) • HSS3x3x1/4 Span ~ 8.0 ft Software co • Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self wei!Jht calculated and added to loadin!l Uniform Load: D = 0.10, W = 0.10 ksf, Tributary Width = 1.0 ft, (Wind) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.216: 1 Maximum Shear Stress Ratio = 0.035 : 1 Section used for this span HSS3x3x1/4 Section used for this span HSS3x3x1/4 Mu : Applied 1.845 k-ft Vu : Applied 0.9223 k Mn • Phi : Allowable 8.556 k-ft Vn • Phi : Allowable 26.635 k Load Combination + 1.200+0.SOLr+L+W+ 1.60H Load Combination + 1.200+0.SOLr+L+W+ 1.60H Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.106 in Ratio = 908 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.178 in Ratio= 538 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary ol Shear Values Segment Length Span# M V max Mu+ max Mu -Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx + 1.40D+ 1.60H DS!Jn. L = 8.00 ft 0.142 0.023 1.22 1.22 9.51 8.56 1.14 1.00 0.61 29.59 26.64 + 1.20D+0.50Lr+ 1.60L+ 1.60H Ds~n. L = 8.0011 0.122 0.020 1.04 1.04 9.51 8.56 1.14 1.00 0.52 29.59 26.64 + 1.20D+ 1.60L+0.50S+ 1.60H Ds~n. L = 8.00 ft 0.122 0.020 1.04 1.04 9.51 8.56 1.14 1.00 0.52 29.59 26.64 + 1.20D+ 1.60Lr+L+ 1.60H Os~n. L = 8.00 It 0.122 0.020 1.04 1.04 9.51 8.56 1.14 1.00 0.52 29.59 26.64 + 1.200+ 1.60Lr+0.50W+ 1.60H Os~n. L = 8.00 11 0.169 0.027 1.44 1.44 9.51 8.56 1.14 1.00 0.72 29.59 26.64 + 1.20D+L+ 1.60S+ 1.60H Os~n. L = 8.00 It 0.122 0.020 1.04 1.04 9.51 8.56 1.14 1.00 0.52 29.59 26.64 + 1.20D+ 1.60S+O.SOW+ 1.60H OS!Jn. L = 8.00 ft 0.169 0.021 1.44 1.44 9.51 8.56 1.14 1.00 0.72 29.59 26.64 + 1.20D+O.SOLr +L +W+ 1.60H Os~n. L = 8.00 ft 0.216 0.035 1.84 1.84 9.51 8.56 1.14 1.00 0.92 29.59 26.64 + 1.20D+L +0.50S+W+ 1.60H Ds~n. L = 8.00 It 0.216 0.035 1.84 1.84 9.51 8.56 1.14 1.00 0.92 29.59 26.64 +0.90D+W+ 1.60H Ds~n. L = 8.00 ft 0.185 0.030 1.58 1.58 9.51 8.56 1.14 1.00 0.79 29.59 26.64 + 1.20D+L+0.20S+E+ 1.60H Os~n. L = 8.00ft 0.122 0.020 1.04 1.04 9.51 8.56 1.14 1.00 0.52 29.59 26.64 +0.90D+E+0.90H OS!Jn. L = 8.0011 0.092 0.0,5 0.78 0.78 9.51 8.56 1.14 1.00 0.39 29.59 26.64 Steel Beam DESCRIPTION: Detail 18/S-501 Beam Design Overall Maximum Deflections Load Combination Span Max.'-' Defl +D+0.60W+H 1 0.1784 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 0.675 0.675 Overall MINimum 0.261 0.261 +D+H 0.435 0.435 +D+L+H 0.435 0.435 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+O. 750lr+0.750L+H 0.435 0.435 +D+0.750L+0.750S+H 0.435 0.435 +D+0.60W+H 0.675 0.675 +D+O. 750Lr +0.7 SOL +0.450W+H 0.615 0.615 +D+O. 750L +O. 750S+0.450W+H 0.615 0.615 +0.600+0.60W+0.60H 0.501 0.501 +D+0.70E+0.60H 0.435 0.435 +D+O. 750L +0. 750S+0.5250E +H 0.435 0.435 +0.60D+0.70E+H 0.261 0.261 DOnly 0.435 0.435 WOnly 0.400 0.400 H Only Project Title: Engineer: Project ID: Project Descr: Software cop • Location in Span Load Combination Max. "+' Defl Location in Span 4.023 0.0000 0.000 Support notation : Far leh is #1 Values in KIPS Pole Footing Embedded in Soil ,.,,. ; DESCRIPTION: Typical Louver Caisson Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Pole Footing Shape Pole Footing Diameter .......... . Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive .................. . Controlling Values Governing Load Combination : +0.60W Lateral Load Moment Restraint @ Ground Surface Pressure at Depth Actual Allowable Surface Retraint Force Mininun Required Depth Footing Base Area Maximum Soil Pressure A lied Loads Circular 18.0 in 250.0 pcf 1,500.0 psf 0.8294 k 4.479 k-lt 902.43 psf 937.50 psf 3,367.53 lbs 3.750 It 1.767 1t·2 0.0 ksf Project Title: Engineer: Project ID: Project Descr: Distributed Load Lateral Concentrated Load (k) Lateral Distributed Loads (klij D: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above ground surface Load Combination Results Load Combinalion +0.60W +0.450W It 0.1280 TOP of Load above ground surface 10.80 BOTTOM of Load above ground surface Forces@ Grotnl Si.face Loads • (k) Momelts • (1-11) 0.000 0.000 0.829 0.622 4.479 3.359 kilt kift kilt kilt kilt kilt kilt It tt Reqtired Oeplh . (ft) 0.13 3.75 3.38 &oil Surface Surface La\eral Restraint Applied Moment (kft) Vertical Load (k) k-lt k k-lt k k-lt k k-lt k k-lt k k-lt k k-lt k PresS1.re at Oeph Soil lnaease Actual • (psi) Alow-(psl) Factor 0.0 31.3 1.000 902.4 937.5 1.000 835.6 843.8 1.000 Page 19 m1yamoto. Date 5/19/2021 Overturning of Equipment Design Parameters ap = 1.0 component ampflication factor no per ASCE 7-16 1.00 Sos = 0.78 spectral acceleration, short period Strength Design: .9D +1 .0E Ip = 1.00 importance factor Allow. Stress Design: .9D + 1.0E/1.4 Rp = 2.5 Component response mod. factor SD or ASD? = Allow. Stress Design Slab on grade? No z = 2 h = 2 ft. (ht. in structure of point of attachment), z=O @ grade ft. (avg. roof ht.) z/h = 1.0 Fp = .4*ap *Sos•W p *(1 +2*z/h)/(Rpllp), (13.3-1) Fp(max) = 1.6*S0s *Ip *Wp, (13.3-2) Fp(min) = 0.3*S05*Ip*Wp, (13.3-3) Fv = .14*Sds*Wp, (12.4.2.3) OTM = Fp*unit heighU2 Floor/Slab/Footing Loads RM = (.9-Fv)*Wt*unit width/2 Unit Size, feet Curb weight, width length height ht, in. lbs cu 1 3.75 6.3 3.8 10 1,200 cu 2 3.0 4.3 3.5 8.0 550 RTU-1 4.50 7.5 5.0 12 1,100 RTU-2 4.5 7.5 5.0 12.0 1,100 RTU-3 4.5 7.5 5.0 12.0 1,100 Anchorage Loads Increased as Required for 0 0 Fp Fp(max) Fp(min) Fv Fp 322 147 295 295 295 - - - Single Anchor Loading with n0 No. Anchors OTM X no V X n o Uplift T max Unit T 101 V 101 ft-lbs lbs lbs lbs cu 1 6 12 871 322 No OT - cu 2 4 8 356 147 No OT - RTU-1 2 4 1,032 295 No OT - RTU-2 2 4 1,032 295 No OT - RTU-3 2 4 1,032 295 No OT - ---- ---- ---- = = = = Fv 131 60 120 120 120 - - - V Max lbs 27 18 74 74 74 - - - 2019 CBC Overturning of Equipment Anc asce ch 13 0.27 WP 0.89 WP 0.17 WP 0.11 WP OTM RM Uplift, lb~ ft-lbs ft-lbs 871 1,779 No uplifl 356 652 No uplifl 1,032 1,957 No uplif 1,032 1,957 No uplifl 1,032 1,957 No uplifl -- -- -- User Anchorage Notes Page 20 S1si2021 Connection Calculator Design Methodll Allowable Stress Design (ASD) V Connection Typell Lateral loading V Fastener Typell Lag Screw V Loading Scenarioll Single Shear V I Main Member Typell Douglas Fir-Larch V I Main Member Tbicknessll 5.5 in. V Main Member: Angle of !10 II Load to Grain I Side Member Typell Steel V I Side Member Tbicknessll 18 gage V Side Member: Angle of !10 Load to Grain Washer Tbicknessll O in. V -- Nominal Diameterll 3/8 in. V Lengthll 4 in. V Load Duration Factorll c_D = 1.0 V Wet Service Factor II C_M = 1.0 V End Grain Factorll C_eg = 1.0 V Temperature Factorll C_t = 1.0 V Connection Yield Modes lm 111466 lbs. Is 11197 lbs. TI 11661 lbs. llim 11755 lbs. Ills 11193 lbs. IV ll212 Jbs. 11 Adjusted ASD Capacity 11193 lbs. II • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NOS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Page 21 https://www.awc.org/calculators/connectioncalc.160106/ccstyle.asp?design_method=ASD&connection _type=Lateral+loading&fastener _types=Lag+Sc... 1 /1 • Overturning of Equipment Design Parameters ap = 1.0 component ampflication factor Sos = 0. 78 spectral acceleration, short period Ip = 1.00 importance factor Rp = 2.5 Component response mod. factor Slab on grade? Yes z = 0 ft. (ht. in structure of point of attachment), z=0@ grade h = 2 ft. (avg. roof ht.) z/h = 0.0 Fp = .4*ap*S05-Wp*(1+2*z/h)/(Rpflp), (13.3-1) Fp(max) = 1.6*S05*Ip*Wp, (13.3-2) Fp(min) = 0.3*S05*1p*Wp, (13.3-3) Fv = .2*SDS*Wp, (12.4.2.3) OTM = Fp*unit heighU2 Floor/Slab/Footing Loads RM = (.9-Fv)*Wt*unit width/2 Unit Size, feet Curb weight, width lenqth heiqht ht, in. lbs Generator 7.40 20.7 11.4 12 25,500 Anchorage Loads Increased as Required for n0 Date 5/19/2021 n0 per ASCE 7-16 2.00 Strength Design: .90 +1 .0E Allow. Stress Design: .90 + 1.0E/1.4 SD or ASD? = Strength Design Fp = 0.13 WP Fp(max) = 1.25 WP Fp(min) = 0.23 WP Fv = 0.16 WP Fp Fv OTM RM Uplift, lb~ ft-lbs ft-lbs 5,982 3,988 40,081 70,159 No uplifl ---- ---- ---- ---- ---- ---- ---- Single Anchor Loading with n0 No. Anchors OTM x n0 Vxn0 Uplift T max V Max User Anchorage Notes Unit 1 IOI VIOi ft-lbs lbs lbs lbs lbs Generator 5 10 80,163 11 ,965 1352 270 1,196 Detail 13/S-501 ----- ----- ----- ----- ----- ----- ----- 2019 CBC Overturning of Equipment Anc asce ch 13 (Generator) • m1yamoto. LRFD Hilti KB-TZ Seismic Anchorage Values 3000 psi-Cracked Concrete Design Normal Weight Concrete lambda=1 .0 Lightweight Concrete lambda=0.8 Anchor Type Min Cone (in) 3/8" KB-TZ w/ 2" embed 4in \" KB-TZ w/ 2" embed 4in 1// KB-TZ w/ 3.25" embed 6 in %" KB-TZ w/ 4" embed 6 in 3// KB-TZ w/ 4.75" embed 8 in Normal Weight Concrete lambda=1.0 Edge Dist (in) T max (lbs) Vmax (lbs) 4.00 in 1212Ibs 1466Ibs 5.50 in 1284Ibs 1844 lbs 7.50 in 2625Ibs 3572Ibs 8.75 in 3631 lbs 4940Ibs 9.00 in 4699Ibs 7934Ibs Note 1: For KB-TZ in concrete filled metal deck min cone thickness is 3.25"-Values do not change for 2" Embed Date 5/19/2021 Unit Anchor Type T V T% V% T%1""J1+V%11~'JJ Generator 3/4" KB-TZ w/ 4.75" embed 270Ibs 1196 lbs 6% 15% 0.05 OK ------ ------ ------ ------ -----. -----. -----. 2019 CBC Overturning of Equipment Anc asce ch 13 (Generator) STRUCTURAL ENGINEERING CALCULATIONS ,,&,~,,, TAMARACKOROVE ENGINEERING Project Name· ARGONAUT Location: CARLSBAD, CA TGE Project Number 21-16648 DOUGLAS D. HARDIN, P.E. STRUCTURAL ENGINEERING CALCULATIONS FOR ARGONAUT MAY 2 6 2021 CARLSBAD, CALIFORNIA,. IMPERIAL-BROWN TGE PROJECT NUMBER: 21-16648 TGE FIRM NUMBER: N/ A 05/11/2021 STAMP DESIGN CRITERIA: STRUCTURAL CODE: RISK CATEGORY: SEISMIC PARAMETERS: SEISMIC DESIGN CATEGORY: MINIMUM INDOOR LATERAL LOAD: WALL/CEILING DEAD LOAD: CEILING LIVE LOAD: CITY 2019 CBC II Ss = 0.978 g S1 = 0.357 g D 5.0 PSF 5.0 PSF 10.0 PSF 812 5. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 1 of 60 STRUCTURAL ENGINEERING CALCULATIONS 1 PROJECT INFORMATION .............. .. 1.1 TAMARACK GROVE ENGINEERING. 1.2 PROJECT CLIENT INFORMATION .. 1.3 PROJECT SITE INFORMATION ..... 2 SCOPE OF WORK .... 3 GENERAL STRUCTURAL NOTES .. 4 DESIGN CRITERIA .... TAMARACK~ GROVE tNG NEERING TABLE OF CONTENTS 5 BOX 1 ANALYSIS (18 DRAWING NO. 20-IB-44225-01) .. 5.1 GRAVITY ANALYSIS ........ . LATERAL ANALYSIS ........ . 6 APPENDIX A ........... . 6.1 6.2 RISA PRINTOUT ..... ANCHORAGE PRINTOUT .... 7 APPENDIX B ....... . 7.1 LARR #25184 .... 7.2 ICC REPORTS AND DESIGN AIDS .......... . Pro1ect Name· ARGONAUT Location: CARLSBAD, CA TGE Project Number. 21-16648 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX . ............. 3 . .. 3 . .. 3 ..3 ··········3 . ............ 4 . ........... 5 ...... 8 . .... 8 . ...... 15 ··········30 ·········30 .... 46 ... 56 . .... 56 . .... 60 Page 2 of 60 STRUCTURAL ENGINEERING CALCULATIONS 1 PROJECT INFORMATION 1.1 TAMARACK GROVE ENGINEERING TAMARACK( ENGINEtRING Project Number: 21-16648 Date: 4/26/2021 Contact: Ian McClure, E.1. EngineerofRecord: Douglas D Hardin, P.E. 1.2 PROJECT CLIENT INFORMATION Company: Client Project Number: Contact: Address: Phone: Email: Imperial-Brown 20-IB-44225 Karl Beaver 198 S.E. 233'' Ave. Gresham, OR 97030 (704) 216-2747 KBeaver@imperial-brown.com ProJect Name: ARGONAUT Location. CARLSBAD, CA TGE Project Number 21-16648 Client Logo: .Imperial, BROWN 1.3 PROJECT SITE INFORMATION Name: Address: Coordinates: Building Code: 2 SCOPEOFWORK Argonaut 1896 Rutherford Rd Carlsbad, CA 92008 2019 California Building Code Reference ASCE 7-16 Chapter 15 for "Nonstructural Components". Tamarack Grove Engineering is providing structural engineering calculations for the walk-in manufactured by Imperial Brown Mfg. to verify the structural integrity of the panels and anchorage to the slab. The design of the slab/foundation is to be provided by others. Redline drawings provided to the client as needed based on calculations and code requirements. 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 3 of60 STRUCTURAL ENGINEERING CALCULATIONS 3 GENERALSTRUCTURALNOTES 1. GENERAL STRUCTURAL NOTES: TAMARACK~ GROVE ENGINEERING Project Name· ARGONAUT Location: CARLSBAD, CA TGE ProJect Number-21-16648 A. CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. C. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. D. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. E. ALL FUTURE ROOF/CEILING MOUNTED EQUIPMENT NOT CURRENTLY SHOWN ON THE APPROVED SHOP DRAWINGS SHALL BE COORDINATED WITH THE EOR PRIOR TO ANY INSTALLATION, TYP. F. THE ASSUMED THICKNESS OF EXISTING CONCRETE WILL BE 4" WITH AN f'c OF 2,500 PSI, UNLESS OTHERWISE NOTED IN CALCULATIONS. 2. STRUCTURAL STEEL: A. ALL STEEL CONSTRUCTION SHALL CONFORM TO REQUIREMENTS SET FORTH lN THE LATEST EDITIONS OF AISC, "AMERICAN INSTITUTE OF STEEL CONSTRUCTION", AISC 341-10, "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, INCLUDING SUPPLEMENT NO 11 DATED 2010" AND ASCI 360-10, "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" B. STEEL DESIGNATIONS: 1. WIDE FLANGE SHAPES (BEAMS & COLUMNS).... . ...ASTM A992 (GRADE 50) 2. OTHER ROLLED SHAPES & PLATE.. . .. ASTM A36 (U.N.O.) 3. PIPE COLUMNS.. . ...... ASTM A531 GRADE 'B' 4. STRUCTURAL HSS TUBING.. . ............ ASTM A500, GRADE 'B' 46 KSI C. ALL ANCHOR BOLTS, BOLTS AND LAGS \N WOOD SHALL CONFORM TO ASTM A307 STEEL U.N.O. AND SHALL HAVE STEEL WASHERS BENEATH ALL NUTS AND BOLT HEADS. IF A CERTAIN SITUATION IS NOT DETAILED USE A SIMILAR DETAIL. ALL STRUCTURAL BOLTS SHALL CONFORM TO ASTM A307. CONNECTIONS SHALL GENERALLY FOLLOW THE TYPES SHOWN IN AISC MANUAL OF STEEL CONSTRUCTION. JOINTS ARE 'SNUG TIGHTENED' UNLESS OTHERWISE DETAILED PER AISC. D. STEEL FABRICATOR SHALL ALSO INCLUDE AND COORDINATE ALL STRUCTURAL STEEL SHOWN ON ARCHITECTURAL SHEETS WITH THAT OF THE STRUCTURAL SHEETS. COORDINATE ANY STEEL NOT SHOWN ON STRUCTURAL DRAWINGS, CONTRACTOR TO VERIFY. E. ALL BEARING ELEVATIONS FOR JOISTS, BEAMS, AND COLUMN HEIGHTS SHALL BE COORDINATED AND VERIFIED BY THE CONTRACTOR. ALL ELEVATIONS MUST BE APPROVED BY ENGINEER AND ARCHITECT OF RECORD IN THE SHOP DRAWING REVIEW PROCESS. F. ALL STEEL WELDING SHALL CONFORM TO AWS D1.1 WITH E70XX ELECTRODES. G. PROVIDE HIGH STRENGTH NON-SHRINK GROUT UNDER ALL STEEL BASE PLATES, F'c = 5,000 PSI, MIN. 3. SPECIAL INSPECTION$ & TESTING (QUALITY ASSURANCE PLAN): A. GENERAL: 1. INDEPENDENT TESTING LAB SHALL BERET AINED BY OWNER TO PROVIDE INSPECTIONS AND SPEC\AL INSPECTIONS AS DESCRIBED HEREIN. 2. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PROVIDING ON SITE ACCESS TO ALL REQUIRED INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PERFORM SUCH INSPECTIONS PRIOR. 3. DO NOT COVER WORK REQUIRED TO BE INSPECTED PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED, CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVERING AS NECESSARY. 4. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR THE ENGINEER OF RECORD'S FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFl'S AND/OR WRITTEN INSTRUCTIONS. THE CONTRACTOR IS RESPONSIBLE TO REQUEST SUMMARY REPORTS FROM THE SPECIAL INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO REQUESTING THE SUMMARY OF STRUCTURAL OBSERVATION REPORTS FROM THE ENGINEER OF RECORD, THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT AND ENGINEER OF RECORD A LETTER STATING THAT ALL OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFl'S AND/OR WRITTEN INSTRUCTIONS. B. SPECIAL INSPECTIONS: 1. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED TO MEET THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODE (2019 CBC), AS RECOMMENDED BY THE LOCAL BUILDING JURISDICTION. 2. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY EMPLOYED BY THE OWNER PER SECTION 1704 OF THE 2019 CBC. 3. THE INDEPENDENT CERTIFIED TESTING LABORATORY AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING OFFICIAL, OWNER, ARCHITECT AND ENGINEER OF RECORD FOR THE PARTICULAR OPERATION. ALL SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT AND ENGINEER OF RECORD STATING THE PROJECT NAME AND ADDRESS. 4. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING WITH THE PROJECT SPECIFICATIONS, CONTRACT DOCUMENTS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD, THEN THE WORK Will BE CONSIDERED NON-COMPLIANT. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 4 of 60 STRUCTURAL ENGINEERING CALCULATIONS 4 DESIGN CRITERIA PANEL SPECIFICATION ,a& ENGINEERING Imperial Brown, Inc. Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Manufacturer Panel Type & Report Number HOU Frame Urethane Panel (Test Report Number 186265-1) PANEL DEAD LOAD LIVE LOAD Steel Facing (ASTM-A-646) Weight Insulation Weight Rail Weight Miscellaneous Total Panel Dead Load, (Dlpanei) Ceiling Panel Live Load, (LLpanei) Indoor Lateral Live Load, (Linterna1) Concentrated Live Load SEISMIC LOAD Risk Category Building Site Class Mapped SRA Short Period Parameter, (S5) Mapped SRA 1 sec Period Parameter, (S1) Short Period Site Coeffecient, (Fa) Long Period Site Coeffecient, (Fv) Long-period Transition Period(s), (Td Design SRA Short Period Parameter, (S05) Design SRA 1 sec Period Parameter, (501) Seismic Design Category 1.8 psf 0.75 psf 0.45 psf 2 psf s psf 10 psf ASCE 7, Table 4-1 5 psf ASCE 7, Sec. 1.4.5 300 /bf ASCE 7, Table 4-1 II ASCE 7, Table 1.5-1 D 0.978 g ASCE 7, Sec. 11.4.1 0.357 g ASCE 7, Sec. 11.4.1 1.2 ASCE 7, Sec. 11.4.3 1.943 ASCE 7, Sec. 11.4.3 8 s ASCE 7, Fig 22-12 to 16 0.782 g S0s = 2!J *Fa* S5 (Eq 11.4-3) 0.462 g So1 = 2h * Fv *S1 (Eq 11.4-4) D I ASCE 7, Sec. 11 .6 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX C: C ·-..... 8 C -.J ::,.,. ..Q "ti ~ 0 "' 0 :i: ~ q: ~ & Page 5 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK ENGINEERING L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Tlmegtamp: Huard Type: Reference Document: e Island 1896 Rutherford Rd, Carlsbad, CA 92008, USA ,entlel tiab1tat. 33.1350124, -117.2831343 266 ft 2021--03-29T10:19:02, 103Z Seismic ASCE7-16 Go gle Risk Category: II 0-<lefault Site Class: Basic Parameters Name Value Ss 0.978 s, 0.357 SMs 1.173 sM1 • null Sos 0.782 So1 • null • See Section 11.4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA •Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.901 Coefficient of risk (0.2s) CR1 0.911 Coefficient of risk (1.0s) PGA 0.427 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PG~ 0.512 Site modified peak ground acceleration Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Temecula 0 266 ft -Cleveland Borrego Ocea.!'A W National Forest spo.ngs 'TEscondldo Anza Be 0 Des Slate San Diego 0 Map data @2021 Google, INEGI M Laguna -0 V 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 6 of 60 STRUCTURAL ENGINEERING CALCULATIONS TL 8 SsRT 0.978 SsUH 1.086 SsD 1.5 S1RT 0.357 S1UH 0.392 S1D 0.6 PGAd 0.5 • See Section 11.4.8 EN GI NEER I N G Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored unifo~hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion ( 1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value ( 1.0s) Factored deterministic acceleration value (PGA) Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 The results indicated here DO NOT reffect any state or local amendments to the values or any delineation fines 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 Seryjces. Whle 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 applicabHlty 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 knoY.tedge 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 governing building code bodies responsible for bulding code approval and interpretation for the building site described by latitude/longitude location in the report. 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 7 of 60 STRUCTURAL ENGINEERING CALCULATIONS ,e&:ft,a TAMARACK 'f' GROVE ENGINEERING 5 BOX 1 ANALYSIS (1B DRAWING NO. 20-IB-44225-01) 5.1 GRAVITY ANALYSIS Manufacturer Imperial Brown, Inc. Testing Information LARR #25184 Span Chart Note: HOU= Foam Frame, WFU = Wood Frame ROOF/ CEILING PANEL ANALYSIS ROOF/CEILING PANEL 11.53 ft 4" HOU 11.53 3.92 16.4 psf Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Panel Thickness/Type Panel Span, {L) Tributary Width of Ceiling Panel, {Tce iling) Allowable Load, {LLa11) Allowable Moment, {Ma11) 1067.2 lbf*ft Mall = w*L 2 /8 Where, w = LL all *T ceilinq Allowable Ceiling Spans (LARR 25184) Applied Load (psf) Maximum Span (ft) Deflection = l/240 5 10 15 20 25 30 Ceiling Panel Live Load, (L4,ane1l Ceiling Panel Live Load, (PLJ Maximum Moment, {Mmaxl Check ~psf ~/bf 18.2 14.3 12 10.3 9.1 8.1 Governing Live Load 864.8 llbf*ft Mmax = PLL *L/4 M a11>M max 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 8 of 60 STRUCTURAL ENGINEERING CALCULATIONS ,a& CNGINEERING Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 BACK-TO-BACK AISC (-CHANNELS FOR CEILING PANELS (DETAIL 3/4) Lc==33 ft n:=2 17.65 ft 8.83 ft 2 Clear Span Length of Support Steel Number of C-Channels Tributary Width of Ceiling on Steel Support MATERIAL SPECIFICATION FOR BACK-TO-BACK CHANNELS: C8xll.5 ASTM A36 NOTE: COMPRESS/ON SIDE OF FLANGE IS FULLY UNBRACED DIMENSIONS: PROPERTIES: tw == n • 0.22 in= 0.44 in Thickness of Web Z == • 9 63 i 1 = 19 26 1 3 Plastic Section Modulus x n • n • n (AISC SECTION 1-37) d:=8 in b1:=n•2.26 ln=4.52 in Overall Height of Member Flange Width h0 :=7.61 in Distance Between Flange Centroids T:=6.125 In Clear Distance Between Flanges (Less Radii) Fy:=36 ksi E := 29000 ksi Yield Stress of A36 Steel Young 's Modulus of Steel Radius of Gyration of r15:=n•0.756 in= 1.512 in Compression Flange r y := n • 0.623 In= 1.25 in Radius of Gyration J:=n•0.13 in' =0.26 in' Torsional Constant Sx==n • 8.14 ln3 = 16.28 /n3 Section Modulus BENDING CAPACITY (AISC 360-10 SECTION F): 4 4 f I"== n • 32.5 In = 65 In X-axis Area Moment o YIELDING: Inertia Mp==Fy•Zx=577B0 lbf·ft Nominal Flexural Strength Due to Yielding (F2 -1) LATERAL-TORSIONAL BUCKLING: c:=1.0 Maximum Unbraced Length Coefficient for Symmetrical Members (F2-8a) (F2-5) t,,=1.95-r,.• o.t,, • s'.:~ 0 + (s'.:~J +6.76•( 0·'/•l' =20.35/t (F2-6) CONDITION CHECK: L L _ 1 b< p- NOTE: THEREFORE, USE F2.2.(o); THE LIMIT STATE OF LATERAL TORSIONAL BUCKLING DOES NOT APPLY. 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 9 of 60 I STRUCTURAL ENGINEERING CALCULATIONS Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 ENGINEERING Db:=1.67 MP Manow :=-=34598.8 lbf•ft Db SHEAR CAPACITY (AISC 360-10 SECTION G): Transverse Stiffeners (G2.2) T Rweb==-= 13.92 tw Shear Strength (G2.1-b) kv==5 Rweb$1 .10•✓kv• E =1 fy Dv:= 1.67 0.6•Fy•d•tw•Cv Vallow==------45.53 kip Dv LOADS: ASD Factor for Bending (AISC Fl) Allowable Flexural Strength of Member Web Ratio Web Plate Shear Buckling Coefficient Therefore, Cv:= 1.0 (G2-3) and Transverse Stiffeners Not Required (G2.2) ASD Factor for Shear (AISC Gl) Allowable Shear Strength of Member (G2-1) Wt,eoms:= 11.5 plf• n= 23 p/f Weight of Steel Support Beams Wdeslgn_celling == 15 ps/ • T width+ Wbeams = 155.38 pl/ Uniform Load on Support Steel 7 mmax := Wdesign_ceiling • Le 21150.42 lb/• ft 8 ,_ Wdesign_ce/1/ng • Le Vmax·-------2563.7 lb/ 2 Vmax P max:= --= 366.24 pl/ La DEFLECTION : 4 ,5 := 5 • W design_ ceiling • Le 384 • f • Ix 2.1994 in Maximum Moment on Support Steel Maximum Shear on Support Steel Length of Beam Spreader Applied Axial Force on Wall Total Deflection Le Oallaw==--=2.2 In Allowable Deflection Limit per IBC Table 1604.3 180 CHECK MOMENT: SHEAR: DEFLECTION: SUMMARY; THE ALLOWABLE DEFLECTION, MOMENT, AND SHEAR fS GREATER THAN THEAqµAL DEFLECTION, MOMENT, AND SHEAR. THEREFORE, USE (2J C8X11.5 CHANNEL BEAMS (BACK TO BACK} TO SUPPORT CEILING LOADS PER PLAN. 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 10 of 60 ' STRUCTURAL ENGINEERING CALCULATIONS CHANNEL STRAPS ANALYSIS: d:=8 in Mmax ==mmax=21150.42 lbf•ft LOADS: M max Paxiat:=--=31725.633 /bf d P deslpn_broce :: 0.02 • Pax/at= 634.51 /bf BRACING ELEMENT: Q::1.67 E:=29000 ksi tbroce := 0.0359 in TENSILE YIELDING: Tn := Fy • A9 = 3554.1 /bf Tn Ta11 :=-=2128.204 /bf Q TENSILE RUPTURE: Q:=2.00 TAMARAC~ Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 ENGINEERING Channel Depth Maximum Moment (ENERCALC) Maximum Axial Force Design Tensile Force on Brace ASD Factor (Tension) Nominal Yield Strength of Brace Modulus of Elasticity for Steel Width of Brace Thickness of Brace Gross Cross-Sectional Area of Brace Nominal Yield Strength of Brace Allowable Yield Strength of Brace Tensile Strength Actual Edge Distance Design Edge Distance ASD Adjustment Factor Net Area of Plate Resisting Shear Allowable Force on Plate 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 11 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 ENGINEERING BEARING STRENGTH OF PANEL SKIN t:=0.0179 In T width= 8.83 ft F11:=45000 psi Sstrap := 48 in Skin Thickness Tributary Width of Ceiling on Straps Minimum Tensile Strength Spacing of Straps on Channels 2 Ta,ea := T width • Ssr,ap = 35.3 ft n :=6 Tributary Area of Straps Number of Nails Nominal Nail Diameter of 16d Nail Lc==0.5 in Q:=2 Minimum Clear Distance from Nail to Edge of Strap ASD Adjustment Factor T • (15 ps" f nail := area I I -88.25 /bf n 1.2°L,•t°F11 Rn1 ==----241.65 lbf 0 CHECK: NAILS: Bearing Force at Each Nail Hole 2.4•Dnail't•Fu Rn2 ==-----159.49 /bf 0 Allowable Bearing Strength at Nail Hole SUMMARY: THEREFORE. USE f6J 16d NAILS PER HANGER STRAP TO SUPPORT CEILING LOADS, SPACE HANGERSAT4B" Q.C,, QR LESS. ALONG BACK-TO-BACK C CHANNELS. 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 13 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK ENGINEERING Manufacturer Testing Information Note: HOU= Foam Frame, WFU = Wood Frame WALL PANEL ANALYSIS ROOF/CEILING PANEL WALL PANEL Imperial Brown, Inc. LARR #25184 Hw= 11.4 ft 4" HOU 11.4 5.765 5.0 10.0 5.0 Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Panel Type Panel Height, (Hw) Tributary Width of Ceiling on Wall, (Twa11) Ceiling Panel Dead Load, (DLpaneil Ceiling Panel Live Load, (LLpanel or PLL ) Ceiling Panel Dead Load, (Dlpane1) Applied Axial Force, (Pmaxl Indoor Lateral Live Load, (Linterna1l 441.2 5 ft ft psf psf psf pl/ psf Pmax(from C-Channel} + (LLpanel + DLpanel) * Twa/1 Allowable Transverse Force, (La11) Allowable Axial Force, (Pa11) Check 16.s lpst 460 IP,, Check MiJ.{W Interpolated From Table Above See Appendix B, LARR25184 H w< 21ft Note: A 6 psf combined lateral load is accounted for in the wall panel analysis per LARR 25184. 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 14 of 60 STRUCTURAL ENGINEERING CALCULATIONS 5.2 LATERAL ANALYSIS TAMARACK p GROVE ENGINEERING Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 e--___.. ____ .......,.........,...........,. ................................... ~~ .................. EB I SW -SHEAR WALL I I MF -MOMENT FRAME I 812 S. La Cassia Dr.• Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 15 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK~ ENGINEERING SEISMIC LOAD GENERATION PER ASCE 7-16 Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21 -16648 SEISMIC DESIGN REQUIREMENTS FOR NONBUILDING STRUCTURES (CHAPTER 15) DESIGN DATA: Width Length Ceiling Panel Thickness Wall Panel Thickness Mean Ceiling Height, (H) Mean Wall Height, (Hw) EFFECTIVE SEISMIC WEIGHT (SECTION 12.7.2): Roof Area Length of Wall Total Dead Load of Panel Total Weight of Coil Total Weight of Steel Effective Seismic Weight, (W) 17.67 79 4 4 11.73 11.40 1395.9 158 2 9186.1 lb/ ~/bf ~/bf I 9864.2 lib/ SEISMIC DESIGN REQUIREMENTS (SECTION 15.4): Section 12. 7.2 .... B..,..EAR-,-1 N-G---W __ A_LL __ s __ vs=TE=M ..... S ...... _-u.,....· g..,...ht--f ...... ra_m_e_w_a....,.1,....ls_s.,...he-a-te....,d,....w ..... i t..,...h-wo-od-,-----, Seis mic Force-resisting System structural panels rated for shear resistance or steel sheets per Ta bl e 2 Table 12.2-1 Response Modification Coefficient, (R) Overstrength Factor, (0 o*) Deflection Amplification Factor, (Cd) Importance Factor, (le) 2 2 * 0 0 reduced by subtracting 0.5 for flexible diaphragms 1.00 Table 1.5-2 STRUCTURAL ANALYSIS PROCEDURE SELECTION (SECTION 15.1.3): ------"'----------------, Analysis Procedure Used Equivalent Lateral Force Procedure per Section 12.8 Approximate Period Parameters, (Ct, x) 0.02, 0.75 Table 12.8-2 Approximate Fundamental Period, (Ta) Section 12.8.2 0.127 s Long-period Transition Period(s), (Td Figure 22-12 thru 16 8 s 0.391 Seismic Response Coefficient, (Cs) Section 12.8.1.1 1.824 Cs max Eq 12.8-3 & 12.8-4 0.034 Cs min Eq 12.8-5 & 12.8-6 Design Seismic Response Coefficient, (Cs) 0.391 Seismic Base Shear, (V) Section 12.8.1 3858.9 lb/ 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 16 of60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK GROVE ENGINEERING Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 SEISMIC LOAD GENERATION {MOMENT FRAME} PER ASCE 7-16 SEISMIC DESIGN REQUIREMENTS FOR NONBUILDING STRUCTURES (CHAPTER 15) DESIGN DATA: Width Length Ceiling Panel Thickness Wall Panel Thickness Mean Ceiling Height, (H) Mean Wall Height, (Hw) EFFECTIVE SEISMIC WEIGHT (SECTION 12.7.2): Roof Area Length of Wall Total Dead Load of Panel Total Weight of Coil Total Weight of Steel Effective Seismic Weight, (W) 17.67 79 4 4 11.73 11.40 1395.9 158 7368.7 /bf ~/bf ~/bf 9561.3 ltbf SEISMIC DESIGN REQUIREMENTS (SECTION 15.4): Section 12. 7.2 ..------------------------, Seismic Force-resisting System Response Modification Coefficient, (R) Overstrength Factor, (0 0*) Deflection Amplification Factor, (Cd) Importance Factor, (le) MOMENT-RESIST! NG FRAME SYSTEMS -Steel ordinary moment frame per Table 12.2-1 3.5 Table 12.2-1 2 2 * 0 0 reduced by subtracting 0.5 for flexible diaphragms 1.00 Table 1.5-2 STRUCTURAL ANALYSIS PROCEDURE SELECTION (SECTION 15.1.3): ,'--------'-----------------, Analysis Procedure Used Equivalent Lateral Force Procedure per Section 12.8 0.028, 0.8 Approximate Period Parameters, (Ct, x) Table 12.8-2 Approximate Fundamental Period, (Ta) Section 12.8.2 0.127 s Long-period Transition Period(s), (TL) Figure 22-12 thru 16 8 s 0.224 Seismic Response Coefficient, (Cs) Section 12.8.1.1 1.042 Cs max Eq 12.8-3 & 12.8-4 0.034 Cs min Eq 12.8-5 & 12.8-6 Design Seismic Response Coefficient, (Cs) 0.224 Seismic Base Shear, (V) Section 12.8 2137.4 /bf 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 17 of60 I STRUCTURAL ENGINEERING CALCULATIONS GOVERNING LATERAL FORCE EVALUATION: Width:= 17.67 ft Length := 79 ft H := 11.73 ft Linternal :: 5 ps/ L~nel := 10 ps/ Twldth_panel := 47 in = 3.92 ft SHEAR WALL SYSTEMS: Vsw:=3858.9 lb/ Wdeslgn_l: F x_asd = 34.19 p/f Length F x asd l'f Wdeslgn 2 ::---= 152.87 P -Width MOMENT FRAME SYSTEMS: VMF:=2137.4 lb/ Fx_asd_MF := 0.7 • V MF = 1496.18 lb/ Wdeslgn_l _MF: F x_asd_MF = 18.94 pl/ Length Unit Width Unit Length Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Mean Ceiling Height Mean Wall Height Minimum Indoor Lateral Load (ASCE 7, Sec. 1.4.5) Dead Load of Panel Live Load of Panel Tributary Width of Panel Seismic Base Shear ASD Lateral Seismic Design Force Design Load in 1-1 Design Load in 2-2 Seismic Base Shear ASD Lateral Seismic Design Force Design Load in 1-1 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 18 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARA¾ GROVE ENGINEERING Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 DIAPHRAGM CALCULATION (1-1 DIRECTION): W1:=Width=17.67 ft L1 := 22.84 ft CHECK: w 1 • L1 F > design_ _1 all_l-2•W1 - CAM-LOCK: V: Wdesign_l • L1 390.48 lb/ 2 Ncam := ce1I ----• 2 = 10 • ( W1 ) T w,dth_panel V all_am := 660 lb/ V ,n_lnplane :: Ncam Vall_cam = 6600 ft• pl/ CHECK: Vall_lnplane2:::V= 1 CHORD FORCE: F chord: 2 W deslgn_l • L1 ___ B __ = 126.18 lb/ W1 CAM-LOCK: n:=2 V an_am := n • 660 lb/= 1320 ft· pl/ Segmented Width 1-1 Segmented Length 1-1 Aspect Ratio (1-1) Allowable Diaphragm Capacity (Per LARR/Testing Report) Max Shear on Diaphram Number of Camlocks Connecting panels Allowable Shear on Camlock (Per LARR/Testing Report) Allowable In-Plane Shear on Camlock (Per LARR/Testing Report) Max Chord Force Number of Camlock per Panel Allowable Shear on Cam lock (Per LARR/Testing Report) 812 s. La Cassia Dr.• Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 19 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK~ Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21 -16648 ENGINEERING DIAPHRAGM CALCULATION (2-2 DIRECTION): W2:=Width=l7.67 ft L2 := Length = 79 ft CHECK: CAM-LOCK: F. asd V := ---= 1350.62 /bf 2 Segmented Width 2-2 Segmented Length 2-2 Aspect Ratio (2-2) Allowable Diaphragm Capacity (Per LARR/Testing Report) Max Shear on Diaphram cam·-ce1 -----+ +ce1 ----• -N ·-·1(45.67 ft-2/t 1) ·1( 33.33/t) 2-30 48 in T wldth_panel Number of Camlocks Connecting Panels Vall_inplane := N,am Vall_cam = 39600 ft• pl/ CHECK: Vall_lnplilne~V=l CHORD FORCE: 8 F chord:=------ L1 261.22 /bf CAM-LOCK: n:=2 V 111_cam := n • 660 lb/= 1320 /t • pl/ Allowable In-Plane Shear on Camlock (Per LARR/Testing Report) Max Chord Force Number of Cam lock per Panel Allowable Shear on Camlock (Per LARR/Testing Report) 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 20 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK~ GRO Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 !:NGINEERING SHEAR WALL CALCULATIONS: Length of Wall Line 1 22.1 pl/ Length of Moment Frame 2 fi := Wdesign_l _MF • T width_2 25_44 pl/ L2 Length of Wall Line 3 w •TI f 3 := dcslgn_l w dth_3 = 38_39 pl/ L3 22.84 ft Twldth 1 :=--...;.... 11.42 ft Tributary Width -2 In-Plane Force on Wall 1 45.67 ft Twidth z:=--...;.... -2 22.84 ft Tributary Width In-Plane Force on Moment Frame 2 39.68 ft T width 3 :-__ ....::..... 19.84 ft Tributary Width -2 In-Plane Force on Wall 3 33.67 ft Length of Moment Frame 4 Twidth ,==---16.84 ft Tributary Width -2 f __ Wdcsign_l • T width 4 4•- L4 33.86 pl/ L5 :=Width= 17.67 ft Length of Wall Line 5 f ·-Wdeslgn_l • T width_S s ·-_.....::....;=----=-16.29 pl/ Ls Length of Wall Line A f ·-Wdeslgn_2 • T wldth_A A-----"--':__--=-23.7 pl/ LA L8 == Length = 79 ft Length of Wall Line B fa:: Wdes,gn 2 • T width B l].l pl/ La Hw R:=-------0.65 min (L1, L3 1 Ls I LA 1 La) In-Plane Force on Moment Frame 4 16.84 ft T width s := ---8.42 ft Tributary Width -2 In-Plane Force on Wall 5 Width lwrdth A:=--=8.84 ft Tributary Width -2 In-Plane Force on Wall Line A Width Tw,dth 8 ==--=8.84 ft Tributary Width -2 In-Plane Force on Wall line B Worst Case Shape Factor Ratio F all_inplane := 400 pl/ Allowable In-Plane Shear (Testing Report-App B.) CHECK Fall_lnplane> max {f1 , f3 , f5 , fA , f8) = 1 SUMMARY: THEREFORE, SHEAR WALLS ARE ADEQUATE FOR LATERAL RESISTANCE. 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 21 of 60 STRUCTURAL ENGINEERING CALCULATIONS , a&$ ,a TAMARACK GRO Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 ENGINEERING MOMENT FRAME DESIGN (WORST CASE) MOMENT FRAME DESIGN PARAMETERS (OMF): Length of Moment Frame MATERIAL SPECIFICATIONS: COLUMNS: HSS 4x4x5/16 BEAMS: W8x10 BOLTS: A325 UNFACTORED LOADS FOR RISA: f4 Fiat MF:= -= 48.37 pl/ -0.7 T . 22.83 /t 11_42 /t width_MF" 2 Wu== Ll,,anel • T w,dth_MF = 114.15 p/f HMF := Hw = 11.4 /t Height of Moment Frame ASTM A500 Gr. B ASTM A992 Lateral Load on Moment Frame Tributary Width of Ceiling Panel Acting on the Moment Frame Dead Load on Moment Frame Live Load on Moment Frame CONNECTION OF MOMENT FRAME TO CEILING CONNECTION: lconn := 16 /t Length of Connection Vscrew := 76 /bf Attachment Spacing for Frame-Ceiling Connection Allowable Shear of #14 Tek Screw V screw /'f Vall screw==--=38 P -Sscrew CHECK: Vatt_scrhl>fMF_dlst = 1 CONNECTION OF MOMENT FRAME TO FLOOR: LOADS {POSTS): Tconn == 104 /bf Vconn := 518 /bf Cconn := 2443 /bf NOTE: SEE DEWALT REPORT FOR ANCHOR ANALYSIS (ESR 1976) Allowable Shear Capacity of Screws per Spacing Distrubuted Load in Moment Frame to Ceiling Connection Maximum Tension on Connection (Risa) Maximum Shear on Connection (Risa) Maximum Compression on Connection (Risa) 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 22 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK 'l" GROVE ENGINEERING Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 PUNCHING SHEAR CAPACITY: f ,:=2500 Assumed Compressive Strength of Concrete (psi) Normal Weight Concrete Factor tupper_slilb == 4 in Thickness of Slab Base Plate Dimension 1 d2 == 12 in Base Plate Dimension 2 b,olumn == 4 in Column Dimension along dl d,olumn == 4 in Column Dimension along d2 b •-b + di -b,oiumn 5.25 in Equivalent Loaded Length ·-column 2 d2-dcolumn C := d,olumn +----8 in 2 '3 == max (b, c) min (b, c) d := tupper_slab 2 1.52 2 in v2 ==(2 + ;)•>-·Jr: ps/=231.25 psi v3 ==(2 + ~~d)·>-·Fc ps/=157.97 psi Pu := Cconn = 2443 lb/ CHECK: Equivalent Loaded Width Ratio of Long Side to Short Side Assumed Distance to Steel Reinforcement Assumed Position on Slab Factor Effective Perimeter around Baseplate LRFD Shear factor Two-way Shear Strength of Slab Factored Load on Slab SUMMARY: USE SPECIFIED STRUCTURAL SUPPORT PER PLANS. 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 23 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK GRO ENGINEERING Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 BASEPLATE THICKNESS: b1 := bcolumn = 4 in d := dcolumn = 4 in B := d1 = 6.5 in n:=(B-.8•b1)•0.5=1.65 in m :=(N-.9S·d)•0.5=4.l /n l:=max (m ,n,A•n')=4.1 in 2 • Pu ----=0.18 in 0.9•Fv•B•N tactual:= 0.5 In CHECK Profile Dimension ~ n':=--"---=1 /n 4 Yield Strength of Baseplate Minimum Required Baseplate Thickness Actual Baseplate Thickness SUMMARY: THEREFORE, DESIGNED MOMENT FRAME WILL BE SUFFICIENT TO RESIST IMPOSED LOADS. SEE RISA REPORT FOR MOMENT FRAME ANAL'fSfS. SEE SIMPSON ANCHOR REPORT FOR ANCHOR ANALYSIS, 812 S. La Cassia Or.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 24 of 60 STRUCTURAL ENGINEERING CALCULATIONS Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 ENGINEERI N G CEILING PANEL TO WALL PANEL CONNECTION Hw= 11.4 ft LOADS: Hw Ptrans := L1nternal • -= 28.5 pl/ 2 finplane := max (t1 , f5 , fA, f8) = 23.7 pl/ fma• == max (P1rans, finplane) = 28.5 pl/ CAM-LOCK: Scam==24 In 660 lb/ Van cim :=--=-330 pl/ -Scam CHECK f ma•$ V ill_cam = 1 SUMMARY: USE SPECIFIED CONNECTION PER PLANS. Wall Height Transverse Shear on Connection In-Plane Shear on Connection Governing Shear on Connection Spacing of Cam-lock Allowable lnplane Shear on Camlock (Per LARR/Testing Report) 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 25 of 60 STRUCTURAL ENGINEERING CALCULATIONS Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 CEILING PANEL TO PARTITION WALL PANEL CONNECTION Hw =ll.4 /t LOADS: DL:=5 psf Pu :=300 lb/ LL:=10 psf Design Height Tw~II :: 11.42 /t 5.71 ft T 3 92 /t • ce,hng := • 2 Pcravitv := DL • T wall+ max (LL• T wall, ~i = 105.08 pl/ Gravity Load on Connection T celling Hw Ptr.ms := Linternal " -= 28.5 pl/ 2 f max:= max ( Ptrans, f;nplane) = 38.4 Plf CAM-LOCK: S0 m:=24 in FOS:=3 660 lb/ V 111 cam:= ---330 pl/ -Scam CHECK fm;ax + Pgravity < l = l Vall_cam V;all_cam SUMMARY: USE SPECIFIED CONNECTION PER PLANS. Transverse Shear on Connection In-Plane Shear on Connection Governing Shear on Connection Spacing of Cam-lock Factor of Safety Allowable inplane Shear on Camlock (Per LARR/Testing Report) 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 26 of 60 STRUCTURAL ENGINEERING CALCULATIONS Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 WALL PANEL TO FLOOR/CONCRETE CONNECTION (DETAIL 1/3) Hw= 11.4 ft Twidth: LOADS: 11.53 ft = 5. 77 ft 2 Hw Ptrans==0.6 • l;ntemal•-= 17.1 pl/ 2 f;nplane == max (f1 , f3 , fA, f8) = 38.39 p/f fmax == max (Ptrans , f;nplane) = 38.39 pl/ CAM LOCK CONNECTION: Scam==24 in FOS :=3 660 lb/ Vall cam:----= 330 pl/ -Scam 960 lb/ 480 pl/ s,am 3/8" SIMPSON ANCHOR: Sanchor := 36 in 0 0:=2.0 Unit Height Tributary Width of Roof on Wall Transverse Shear on Connection In-Plane Shear on Connection Governing Shear on Connection Spacing of Cam-lock Factor of Safety Allowable Shear on Cam lock (Per LARR/Testing Report) Allowable Tension (Per LARR/Testing Report) Spacing of Anchor Overstrength Factor ( Oo • finplane • Sanchor) . . Vanchor == max Ptrans • Sanchor ,-------= 329.07 lb/ Ultimate Governing Shear on Anchor 0.7 Vau_anchor := 950 lb/ Allowable Shear on Anchor CHECK Va11_cam ~ f max = 1 Van_anchor ~"anchor= 1 SUMMAR~ USE SPEQFIEQ CONNEq10N PER PLANS. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 27 of 60 I STRUCTURAL ENGINEERING CALCULATIONS 6 APPENDIXA 6.1 RISA PRINTOUT 0.048 k/ft loads: BLC 1, LATERAL Envelope Only Solubon TGE 21-16648 ,0£:s llf 00 TAMARACK GROVE ENGIN£f:RING MOMENT FRAME Moment Frame (Lateral Force) Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21 -16648 SK-1 Apr 26. 2021 MOMENT FRAME 6_CA.r3d 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 30 of 60 STRUCTURAL ENGINEERING CALCULATIONS IIIRISA ,-, NE:Mt:TSCHt..K COMPI\NY Company Designer Job Number Model Name Hot Rolled Steel Properties TAMARACK ENGINE(RING TGE 21-16648 MOMENT FRAME Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 4/26/2021 10:34:51 AM Checked By : ___ _ Label E fksil G fksn Nu Therm Coeff [1 e1°F"'] Density [k/ft>J Yield [ksi] Ry Fu [ksil Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.SO 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 ASO0 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500Gr.BRec:1 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shae T Desi n List Material COLUMN HSS4X4X5 Column Tube ASOO Gr.B Reel 2 BEAM W8X10 Beam Wide Flan e A992 Hot Rolled Ste.I Design Parameters Label Sha Lb z-z ft Function M1 COLUMN Lateral M2 BEAM 2 Lateral M3 COLUMN Lateral Node Coordlnetes Label X fftl Y fftl Zlftl Detach From Diaphraam 1 N1 0 0 0 2 N2 0 11.4 0 3 N3 17 11.4 0 4 N4 17 0 0 Beslc Loed Cases BLC Description Cateaorv Y Gravity Distributed 1 LATERAL EL 1 2 SELF WT DL -1 3 Panel DL DL 1 4 Panel LL LL 1 Member Distributed Loads (BLC 1 : LATERAL} Member LabelDirectionStart Ma nltude k/ft, F, ksf, k-ft/fl End Ma nitude k/ft, F. ksf, k-ft/fl Start Location ft, % 1 M2 X 0.048 0.048 0 Member Distributed Loads (BLC 3 : Panel DLJ Member LabelDirectionStart Ma nitude k/ft, F. ksf k-ft/fl End Ma nitude k/ft F. ksf k-fl/fl Start Location ft, % End Location fl, % 1 M2 Y -0.057 -0.057 0 %100 Member Distributed Loads (BLC 4 : Panel LLJ Member LabelDirectionStart Ma nitude k/ft F ksf k-ft/fl End Ma nitude k/ft F ksf k-ft/ft Start Location ft % End Location fl % 1 M2 Y -0.114 -0.114 0 %100 Load Combinations Descriotion Solve PDella BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes y DL 1 2 Deflection 2 Yes y LL 1 3 Deflection 3 Yes y DL 1 LL 1 4 ASCE Strenalh 1 Yes y DL 1.4 5 ASCE Strennth 2 la) Yes y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 6 ASCE Strenath 2 (bl Yes y DL 1.2 LL 1.6 LLS 1.6 7 ASCE Strenath 3 Cal Yes y DL 1.2 RLL 1.6 LL 0.5 LLS 1 RISA-3D Version 19 ( MOMENT FRAME 6_CA.r3d) Page 1 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 31 of 60 I STRUCTURAL ENGINEERING CALCULATIONS TAMARACK~ ENGINEl!:RING IIIRISA Company : TGE Designer Job Number : 21-16648 A NEME TSCHEK COMPIWY Model Name : MOMENT FRAME Load Combinations (Continued! De Solve PDelta BLC Factor BLC Factor 8 ASCE Yes y DL 1.2 EL 1 9 ASCE Yes y DL 1.2 EL -1 10 ASCE Yes y DL 0.9 EL 1 11 ASCE Yes y DL 0.9 EL -1 12 ASCE S Yes y DL 1.2 Om*EL 1 13 ASCES Yes y DL 1.2 Om*EL -1 14 ASCES Yes y DL 0.9 Om'EL 1 15 ASCES Yes y DL 0.9 Om*EL -1 Envel!?J?!!, Node Reactions Node Label X k LC y LC Z k LC MX k-ft 1 N1 max 0.518 9 2.443 6 0 11 0 2 min -0.369 10 0.104 10 0 1 0 3 N4 max 0.369 11 2.443 6 0 11 0 4 min -0.518 8 0.104 11 0 1 0 5 N2 max 0 11 0 11 0 11 0 6 min 0 1 0 1 0 1 0 7 N3 max 0 11 0 11 0 11 0 8 min 0 1 0 1 0 1 0 9 Totals: max 0.822 9 4.886 6 0 11 10 min -0.822 8 1.336 11 0 1 Enveloe!, Member Section Forces Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 4/26/2021 10:34:51 AM Checked By : BLC Factor BLC LL 0.5 LLS LL 0.5 LLS LL 0.5 LLS LL 0.5 LLS LC MY k-ft LC MZ -ft 11 0 11 0 1 0 1 0 11 0 11 0 1 0 1 0 11 0 11 0 1 0 1 0 11 0 11 0 1 0 1 0 Factor 1 1 LC 11 1 11 1 11 1 11 1 Member Sec Axial Shea LC Tor ue k-ft LC -Moment k-ft LC z-z Moment k-ft LC 1 M1 1 max 2.531 0.789 11 0 11 0 11 0 11 2 min -0.459 -0.978 0 1 0 1 0 1 0 1 3 2 max 2.48 13" 0.789 14* 0 11 0 11 0 11 2.787 13' 4 min -0.498 14• -0.978 13• 0 1 0 1 0 1 -2.249 14* 5 3 max 2.429 13* 0.789 14* 0 11 0 11 0 11 5.573 13' 6 min -0.536 14* -0.978 13* 0 1 0 1 0 1 -4.499 14' 7 4 max 2.378 13* 0.789 14* 0 11 0 11 0 11 8.36 13' 8 min -0.574 14* --0.978 13* 0 1 0 1 0 1 -6.748 14' 9 5 max 2.326 13' 0.789 14• 0 11 0 11 0 11 11.147 13* 10 min -0.613 14' -0.978 13* 0 1 0 1 0 1 -8.998 14' 11 M2 max 0.518 9 2.238 6 0 11 0 11 0 11 6.234 9 12 min -0.369 10 -0.05 10 0 1 0 1 0 1 -4.209 10 13 2 max 0.313 9 1.163 9 0 11 0 11 0 11 1.337 11 14 min -0.163 10 -0.306 10 0 1 0 1 0 1 -4.865 8 15 3 max 0.222 6 0.578 9 0 11 0 11 0 11 -1.604 11 16 min 0.042 10 -0.578 8 0 1 0 1 0 1 -6.983 5 17 4 max 0.313 8 0.306 11 0 11 0 11 0 11 1.337 10 18 min -0.163 11 -1.163 8 0 1 0 1 0 1 -4.865 9 19 5 max 0.518 8 0.05 11 0 11 0 11 0 11 6.234 8 20 min -0.369 11 -2.238 5 0 1 0 1 0 1 -4.209 11 21 M3 max 2.326 12· 0.789 15* 0 11 0 11 0 11 8.998 15' 22 min -0.613 15* -0.978 12· 0 1 0 1 0 1 -11 .147 12* 23 2 max 2.378 12· 0.789 15" 0 11 0 11 0 11 6.748 15' 24 min -0.574 15* -0.978 12· 0 1 0 1 0 1 -8.36 12· 25 3 max 2.429 12· 0.789 15* 0 11 0 11 0 11 4.499 15* 26 min -0.536 15' -0.978 12· 0 1 0 1 0 1 -5.573 12' 27 4 max 2.48 12· 0.789 15* 0 11 0 11 0 11 2.249 15' 28 min -0.498 15' -0.978 12· 0 1 0 1 0 1 -2.787 12· 29 5 max 2.531 12· 0.789 15' 0 11 0 11 0 11 0 11 30 min -0.459 15' -0.978 12* 0 1 0 1 0 1 0 1 RISA-30 Version 19 [ MOMENT FRAME 6_CA.r3d J Page 2 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 32 of 60 I STRUCTURAL ENGINEERING CALCULATIONS IIIRISA RISA-3O Version 19 Company Designer Job Number Model Name TGE 21-16648 MOMENT FRAME ( MOMENT FRAME 6_CA.r3d) Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 4/26/2021 10:34:51 AM Checked By : ___ _ Page 3 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 33 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARA¾ GROVE Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 ENGINEERING IIIRISA A NOit lSCHE.k C011"¥1NY Global Parameters -Description: Project ntle Company Designer Job Number Notes Global Parameters -Solution: Design Method Bolt Group Analysis Method Weld Analysis Method Consider Bolt Hole Deformation? Check Rotational Ductility? Check Weld Filler Metal Matching? Full Shear Eccentricity Considered? Panel-Zone Shear Deformation Considered? Check Weld Base Material Thickness? Include AISC 15th Out of Plane Web Checks? Reduce Available Bolt Strength by Prying Effects Factor Q? MOMENT FRAME TGE 21-16648 RISA Connection version 12.0.2 04.26.2021 AISC 14th (360-10): LRFD Center of Rotation Elastic Yes Yes Yes No No Yes Yes No Page 1 of 12 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 34 of 60 STRUCTURAL ENGINEERING CALCULATIONS M2 I -M1: 3D View Report ,a& TAMARACK GROVE ENGINEERING Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Column/Beam Flange Plate Moment Conntttion Page 2 of 12 812 S. La Cassia Dr.• Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 35 of 60 I STRUCTURAL ENGINEERING CALCULATIONS M2 I -M1: 20 Views Report Side view ?r_j1 so,., 200 ; • • • >; ------"!"I : : : I I 0 I I I I I O I I O I I O I I O I I 0 I I , I I t I 4 00 I I . ' ' ' ' ' ' ' ' I . ,, > continued on next poge ... Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Column/Beam Flange Plate Moment Connection 0 ~ 0 .,, - 0 0 0 0 "" .,, 0 .,, Page 3 of 12 812 s. La Cassia Dr.• Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 36 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK GROVE ENGINEERING M2 I -Ml: 20 Views Report (continued): Front yiew ~,~_3...;..7_5 __ "Jl;K ,r t continued on next page ... Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Page 4 of 12 812 S. La Cassia Dr.• Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 37 of 60 STRUCTURAL ENGINEERING CALCULATIONS , a &:ft,, TAMARACK 't' GROVE CNGINEERING M2 I -M1: 2D Views Report (continued): Too view 2.25 --------------------. t, 5.25 , Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 eo _s;j V) II) N ,_ N .., eo • Page 5 of 12 812 s. La Cassia Dr.• Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 38 of 60 STRUCTURAL ENGINEERING CALCULATIONS M2 I -M1: LRFD Results Report TAMARACK GROVE CNGINEERING Material Properties: Column HSS4X4X5 Beam W8X10 Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21 -16648 LRFO Column/Beam Flange Plare Moment Connecoon ASOOGr.B F V = 46.00 ksl f u = 58.00 ksl Rect A992 F v = S0.00 ksi Fu = 6S.OO ksi Plate P0.38x4.00XS.0 A36 F V • 36.00 ksl f u = 58.00 ksl Moment Plate Input Data: Shear Load Moment Axial Load Puf_c Puf_t Top Column Dist Column Force Storf Shear 0 P0.38x3.75xS.2 A36 s 2.33 kips 11.15 kips-ft 0.90 kips 16.64 kips 15.73 kips 0.001n 2.33 kips -0.98 kips F v • 36.00 ksl Fu • 58.00 ksl User Input Shear Load User Input Moment User Input Ax/al Force /compression) Required Flange Force (compression) Required Flange For~ (tension/ User Input Top Column Dist User Input Column f.orce User Input Story S~or Governing LC: 3D • 13• • ASCE Strength S (os-b) Note: Unless speclfted, all code references are from AISC 360-10 Limit State Required Avallable Unity Check Result HSS Limitations PASS Geometry Restrictions at Beam PASS Geometry Restrictions at Flan1e Beam PASS Flan1e Plate Weld at Column Limitations PASS Shear Plate Weld at Column Limitations PASS Shear Plate Weld Streneth at Column 2.33 kips 55.68 kips 0.04 PASS Beam Web Shear Yleld 2.33 kips 40.24 kips 0.06 PASS Vert. Plate Shear Yleld 2.33 kips 40.50 kips 0.06 PASS Beam Web Shear Rupture 2.33 kips 33.02 kips 0.07 PASS Vert. Plate Shear Rupture 2.33 kips 36.70 kips 0.06 PASS Beam Block Shear 2.33 kips 42.80 kips 0.05 PASS Plate Block Shear at Beam 2.33 kips 48.79 kips 0.05 PASS Bolt Shear at Beam Web 2.33 kips 15.90 kips 0.15 PASS Bolt Bearin1 at Beam Web 2.33 kips 15.90 kips 0.lS PASS Bolt Bearin1 at Vert. Plate 2.33 kips 15.90 kips 0.15 PASS Bolt Shear at Flan1e Plate 17.40 kips 31.81 kips o.ss PASS Bolt Bearln1 at Beam Flange 17.86 kips 31.81 kips 0.56 PASS Bolt Bearin1 at Flange Plate 16.64 kips 31.81 kips 0.52 PASS Beam Flange Block Shear 16.95 kips 41.37 kips 0.41 PASS Flan1e Plate Block Shear 15.73 kips 56.80 kips 0.28 PASS continued on next poge ... Page 6 of 12 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 39 of 60 STRUCTURAL ENGINEERING CALCULATIONS M2 I -M1: LRFD Results Report (continued): Limit State Required Flange Plate Tearout 15.73 kips Flange Plate Weld Strength at Column 15.73 kips Flange Plate Tensile Yield 15.73 kips Beam Flexural Rupture 11.15 kips-ft Flange Plate Tensile Rupture 15.73 kips Flange Plate Compression 16.64 kips HSS Local Plate Yielding of Moment Plates 16.64 kips HSS Transverse Punching Shear HSS Sidewall local Yielding 16.64 kips HSS Sidewall local Crippling 16.64 kips Available 69.03 kips 28.40 kips 45.56 kips 25.99 kips-ft 40.78 kips 45.56 kips 34.69 kips 68.47 kips 159.59 kips Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Unity Check Result 0.23 PASS 0.55 PASS 0.35 PASS 0.43 PASS 0.39 PASS 0.37 PASS 0.48 PASS N/A 0.24 PASS 0.10 PASS Page 7 of 12 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 40 of 60 STRUCTURAL ENGINEERING CALCULATIONS M2 I -Ml: Members Report Column HSUXUS Material Name A500 Gr.B Reel FY 46.00 ksl Fu 58.00 ksi E 29000.00 ksi Member Properties d 4.00In b 4.00In a 4.10 ln2 tdes 0.29 in Beam WIKJO Material Name A992 Fy 50.00 ksi Fu 65.00 ksi E 29000.00 ksi Member Properties bf 3.94 In d 7.89 in lw 0.17 in it 0.20 in a 2.96 ln2 kdes 0.51 in kdel 0.69 in k1 0.50 in Hole {Beam Web) Hole type Standard DX 0.56 in Dy 0.56 In R 1 C 2 R, 3.00in c, 2.00in Hole {Beam Flances) Hole type Standard D. 0.56 In Dy 0.56in R 1 C 2 R, 3.00in '· 2.25 in Material name Minimum yield stress of mater/al Minimum tensile stress of material Modulus of elasticity Depth Width Area Woll Thickness Material name Minimum yield stress of material Minimum tensile stress of material Modulus of elasticity Flange width overall depth Web thickness Flange thickness Area Kdes Kdet Kl Hole width Hole height Number of rows of holes Number of holes per row Row Spacing Column Spacing Hole width Hole height Number of rows of holes Number of holes per row Row Spacing Column Spacing Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Column/Beam Flonge Plate Moment Connection Page 8 of 12 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 41 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK GROVE ENGINEERING Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 M2 I -M1: Components Report Column/Beam Flange Plot.-Moment Conn.-ction Plate Material Name FY Fu E Member Properties d Hole Hole type D. Dy R C R, c, M~ntPlote Material Name FY Fu E Member Properties d Hole Hole type D. Dy R C R, c, BeomlJolts Bolt Properties Type d Strength Sn T A36 36.00 ksi 58.00 ksi 29000.00 ksi 4.00 in 0.38 in Standard 0.56 in 0.56in l 2 3.00in 2.00ln A36 36.00 ksi 58.00 ksi 29000.00 ksi 3.75 in 0.38 in Standard 0.56 in 0.56 in l 2 3.00in 2.25 in A325 0.S0in 54.00 ksi 90.00ksl Moment Beom Bolts Bolt Properties Type d Strength Sn T Column Weld Weld Properties A325 0.50 in 54.00 ksi 90.00ksi P0.31bt4.00.S.OO Material name Minimum yield stress of material Minimum tensile stress of material Modulus af elasticity Width Thickness Hole width Hole height Number of rows of holes Number of holes per row RowSpoc/ng Column Spacing P0.31bt3.75Jt5.25 J/2.A325 £10 Material name Minimum yield stress of material Minimum tensile stress of material Modulus of elasticity Width Thickness Hale width Hale height Number of rows of holes Number of holes per row Row Spacing Column Spacing Diameter Shear strength (N-threads included in shear plane) Tensile strength Diameter Shear strength (N-threads included in shear plane) Tensile strength continued on next page ... 812 s. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 9 of 12 Page 42 of 60 STRUCTURAL ENGINEERING CALCULATIONS , a&*, a TAMARACK GRO ENGINEERING M2 I-M1: Components Report (continued): Type Double Fillet Fillet Size 0.25 in Monwnt Column W~ld E70 WeldPr~mes Type Fillet Size Double Fillet 0.25 in Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Page 10 of 12 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 43 of 60 STRUCTURAL ENGINEERING CALCULATIONS M2 I -Ml: Connection Properties Report Connection Connection Title Connection Type seismic Detalllng seismic System Connection category Beam Connection Beam Flange Connection Column Connection Type Loading (LRFD) Custom? Shear Load Axial Load Moment Load Top Column Dist Column Force Story Shear Qf Components Column section Material Beam section Material Hole Type Hole Type (Beam Flanges) Shear Plate Section Material Thickness Width Depth Hole Type Moment Plate Section Material Thickness Width Length Hole Type Column Weld Type Fillet Size Beam Bolts Beam Bolts Diameter, in. Rows Bolts per Row Longitudinal Spacing Transverse Spacing SI i p Critica I Moment Column Weld Type Fillet Size Moment Beam Bolts Moment Beam Bolts M2 I-Ml Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Column/Beam Flange Plate Mami,nt Connection Column/Beam Flange Plate Moment Connection None Bolted Bolted Narrow No 2.326 kips 0.902 kips 11.147 kips-ft O.OOO in 2.328 kips -0.978 kips 1.000 Coeff HSS4X4XS ASOO Gr.B Rect W8X10 A992 STD STD P0.38x4.00)(5.00 A36 0.375 In 4.000 in 5.000 In STD P0.38x3. 75)(5.25 A36 0.375 in 3.750 in 5.250 in STD E70 Double Fillet 4.000 Sixteenths 1/2" A325-N A325-N 1/2" 1 2 2.000 in 3.000 in No E70 Double Fillet 4.000 Sixteenths 1/2" A325-N A325-N contfnued on next poge ... Page 11 of 12 812 s. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 44 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK ENGINEERING M2 I -Ml: Connection Propemes Report (continued): Assembly Diameter, in. Bolts per Row Longitudinal Spacing Slip Critltal Column/Beam Oearance Plate Vertical Position Beam Bolts Edee Distance Dimensions Beam Bolts/Beam Edge Dist Beam Bolts Horz Edge Dist Beam Bolts Vert Edge Dist Moment Bolts Edee Distance Dimensions Moment Bolts Long Edge Dist Moment Bolts/Beam Edge Dist Moment Bolts Horz Edge Dist Moment Bolts/Flange Edge Dist Moment Bolts Gage 1/2" 2 2.250 in No 0.500 in 1.500 In 1.500 in 2.000 In 1.500 in 1.250 in 1.250 in 0.750 in 0.845 in 2.250 in Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Page 12 of 12 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 45 of 60 STRUCTURAL ENGINEERING CALCULATIONS 6.2 ANCHORAGE PRINTOUT fi@A-i-U■ Anchor Designer™ H 1ifr¥1 ~!~~~~376.0 • 1,Pn>lrct lotoan■tton Customer company Customer contact name: Customer e-mail: Comment· 2. Input Data & Anchpt P•raro•t•o General Design melhod:ACI 318-14 Units: Imperial un~s Anchor Information: Anchor type: Concrete sc:rew Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (onch): 2.500 Effective Embedment depth, ho1 (lneh) 1. 770 Code report; ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hm• (inch): 4.00 CK (Inch): 2.69 C,,,., (ineh): 1.75 S..., (inch). 3.00 Recommended Anchor Anchor Name: rrten HD®• 3/8"0 Titen HD, hnom:2.5" (64mm) Code Report: ICC-ES ESR-2713 Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Companv: TGE I Date: 12/4/2021 Enalneer: I p..,,.,: 11/5 Pmlect: ArQonaut Address: Carlsbad. CA Phone: E-mail: Projeci description: WALL TO FLOOR (WORST CASE) Location: Fastening description: Ban Material Concrete Normal-weight Concrete thickness. h (inch). 4 00 State: Cracked Compressive strength. f, (psi): 2500 'l'cv: 1.0 Reinforcement condition: 8 tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout In tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No BaH Plate Length x Width x Thickness (ineh)· 2.00 x 36.00 x 0.06 Input data and results must be checked for agreement ,.;th the e"'slong circumstances, the slandards and guidelines must be checked for pfauslbillty. Simpson Stroog-T,e Compllny Int 5956 W Las Posltas Boulevard Pleasanton. CA 94588 Phone· 925 560 9000 Fax· 925 847.3871 www suonglie com 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 46 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARA¾ GROVE ENGINEERING Load and C..Ometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section (Of tenSlon: 17.2.3.4.3 (b) Is satisfied Ductility secbon !Of shear: 17.2.3.5.3 (b) is satisfied Oo factOf: not set Apply entire shear load at front row. No Anchors only resisting wind and/Of selsmlc loads: Yes Strength level loads: N ... (lb]: 0 V-(lb]:O V..,. ~b): 750 M,, [ft-lb]: 0 Mu, [ft-lb]: 0 <Figure 1> Companv: TGE Enolneer: Prolect: Amonaut Address: Carlsbad, CA Phone: E-mell: Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 I Date: I 214/2021 I P-: 12/5 ott• Input dala and resulls must be checked for 39reement wilh the existing circumstances. lhe standards and guidelines must be checked for plausibility Simpson Strong-Tie Compeny Inc. 5956 W Las Posita• Boulevard Pleasanton. CA 94588 Phone· 925 560.9000 Fax· 925 847 3871 www strongtie com 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 47 of 60 STRUCTURAL ENGINEERING CALCULATIONS f i1Miti•1a Anchor Designer™ f }J.jji§@ Software -Version 2.9.7376.0 • <Figure 2> ENGINEERING Companv: TGE Enclneer: Proiect: I Aroonaut Address: Carlsbad, CA Phone: E-mail: Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 I Date: 1214/2021 I P""": I 315 ' 0 0 l'i lnpu1 data and results must be checl<ed for agre<tment wilh lhe existing cifcumslances. the standards and guidelines must be checl<e<l for plauslblUty Simpson Strong-no Comf)6ny Inc 5956 W. Las Posila• Boulevard Pleas&nton, CA 94588 Phone: 925 560.9000 Fax: 925 847.3871 WWW sU'onglie com 812 S. La Cassia Or. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 48 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK ENGINEERING Compan : En ineer: P 'ect: Address: Phone: E-mail: 3 B11uttlog Anchor Forcea Anchor Tension load, Nuo (lb) Shear load x, Vue,(lb) 0.0 Sum 0.0 Maximum concrete compress,on strain ('II.): 0.00 Maximum concrete compression stress (psi): O Resultant tension force (lb): 0 Resultant compression fon:e (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis. e'N, (inch): 0.00 Eccenlricity of resultant tension forces In y-axis, e'N, (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v, (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e•.,., (inch): 0.00 0 Steel Strength of Anchor ID Shear (Sec. 17,5,1) V .. (lb) ;,,,-; ;,,,-;v .. (lb) 2855 1.0 0.60 1713 9 Concrete Bc,akout Strength of Anchor lo Shear (Sec, 17 5,21 Shear parallel to edge In y-dlrectlon: v •.. = m1nl7(1e/da)u✓d.~,-Jr.,c.,u; 9.._.,(r,c,,1·•1 (Eq. 17.5.2 2a & Eq. 17.5.2.2b) TGE Ar onaul Carlsbad, CA Shear load y, V-,(lb) 750.0 750.0 <Figure 3> ,. (In) d, (In) ~ r, (psi) C,1 (In) v .. (lb) 1. 77 0.375 1.00 2500 2.00 827 ;v "'Y =; (2)(Avcl Avoo) '/'..,vY'c.vY'h vVo,(Sec. 17.3.1. 17.5.2.1(c) & Eq. 17.5.2.1a) Av,, (In') V.., (lb) 18.00 18.00 1.000 1.000 1.000 827 10, conc[tlt Pryout strength of Anchor lo Shear (Sec, 17,5,31 ;v.,, = ;ic,,,N .. = ;/(q,(A..,/ AN<o)'l'..,N'l',,H'I' .. NNo(Sec. 17.3.1 & Eq. 17.5.3.18) k.., A"' (in') A Noo (in') Y'ed,H y,,,, Y'co.N No (lb) 1.0 24.72 28.20 0.926 1.000 1.000 2002 11 Bt1Mltl 11, Interaction of I•o•U• and Shear Forc11 (Sec P Zl? Shear Factored Load. V,. (lb) Design Strength, f/lV. (lb) Ratio 0.70 Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21 -16648 0.70 Date: 2/4/2021 p 415 Shear load combined. ✓/;'l,,.,'f+(V,,.,)' (lb) 750,0 750.0 ?9-1 f'V<0,(lb) 1158 ;V,,,(lb) 1137 Status Input data and results must be chechd for agreement with lhe e,cisting cnwmst.ances, the standards and guidelines must be checked for pleuslblfity s,mpson Strong•Tie Company Inc 5956 W. Las Posita• Boulevard Plea5anton, CA 94563 Phone· 925 560.9000 Fax· 925 847.3871 www strongtie com 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 49 of 60 STRUCTURAL ENGINEERING CALCULATIONS Steel 750 II Concrete breakout x+ 750 Pryout 750 TAMARACK 'ff GROVE ENGINEERING 1713 1158 1137 Compan . En lneer: Pro'ect: Address: Phone: E-mail: TGE onaut Carlsbad, CA 0.44 0.65 0.66 3/11"0 Tlten HD, hnom:2.5" (64mm) mHts the H lected design criteria. 12.w,m10111 Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 Date: p Pass Pass 2/4/2021 Paa• (Governs) -Per designer input. ductility requirements for tension have been determined to be satisfied -designer to verify. -Per designer input, ductility requirements for shear have been determined to be satisfied -designer to verify -Designer must exerdse own judgement to determine If this design Is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. lnpul data and results must be checl<ed for agrHment with the existl<1g circumstances, the standards and guldeli<1es must be cl1ecl<ed for plauslbl~ty. Simpson Strong-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phor>e· 925 560.9000 Fax· 925 847.3871 www strongtie com 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 50 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARA¾~ GROVE Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 ENGINEE R ING f 1ifM=ti•U■ <\nchor Designer™ fill+'§@ Software -V8f'Slon 2.8.7075.0 II l Peoltct 1ororrn111o0 Customer company: lmpenal Brown Customer contact name: Customer e-mail: Comment: 2. Input P•lf & Anchor P1ramtt10 General Des,gn method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Concrete saew Material: Carbon Steel Diameter (Inch): 0.375 Nominal Embedment depth (inch): 2.500 Effective Embedment depth, h" (inch): 1. 770 Code report: ICC•ES ESR-2713 Anchor category: 1 Anchor ductility: No h..., (inch): 4.00 c.. (Inch): 2.69 C.,n (inch): 1.75 s ... (inch): 3.00 Recommended Anchor Anchor Name: Titan HD® -3/8"0 Titan HD, hnom:2.5" (64mm) Code Report ICC-ES ESR-2713 Company: TGE I Date: I 4/26I2021 Engineer. CA I Paoe: 11/5 Project: Argonaut Address: Phone: E-mail: Project description: 3/8" TITEN HD -MOMENT FRAME BASEPLATE Location: Carslbad, CA Fastening desaiplion: BaH Ma1erial Concrete: Nonnal-weighl Concrete thickness. h (inch): 4.00 State: Cracked Compressive strength, f. (psi): 2500 '+'c.v: 1.0 Reinforcement condition: B tens.on, B shear Supplemental reinforcement· Not appllcable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout In shear: No Ignore 6do requirement Not appllcable Build-up grout pad: No a ... Plate Length x Width x Thickness (inch): 4.50 x 8.00 x 0.50 Yield stress: 34084 psi Profile type/size: HSS4X4X5/16 lnpo1 da18 and results must be ched<e<I for eg,_,,.,n, wilh ll>e exisling arcumstances, lhe ol<lndards and guidelines must be checked for plausibitity S,mp,on Strong• fie Company Im:. 5956 W Las Positas Boulevard Pleasanton, CA !MS88 Phone· 925 560,9000 Fax: 925 847 3871 www slrongtie com 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 51 of 60 • STRUCTURAL ENGINEERING CALCULATIONS TAMARACK ENGINEERING f1 1Miti•):M A.nchor Designer™ f i+H§ m Software -Version 2.8.7075.0 .. Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (b) Is satisfied Ductility section for shear: 17.2.3.5.3 (b) is satisfied Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or se<smlc loads Yes Strength level loads: N ... CTbJ. 0 V-, CTb) 0 v..., CTb): 518 M., [ft-lb): 0 M., [ft-lb]: 0 M., [It-lb]: 0 <Figure 1> X z Company: TGE Enalneer: CA Project: Argonaut Address: Phone: E-mail: 0 .. t Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 I Date: I 4/26/2021 I Paoe: I 215 y Input da1a and resul1$ must be checl<ed fo, agreement with the e>0stin\l c:,rcumstances, the standards and guidelooes must be checked tor plausibility S"'1PSO<l Strong· Tl<! Company Inc. 5956 W L.as Positas Boulevard Pleasanton. CA 94588 Phone· 925 560 9000 Fex· 925 847.3871 www strongtie com 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 52 of 60 ,t STRUCTURAL ENGINEERING CALCULATIONS f ij~@4•):■ Anchor Designer™ fih+f§@ Software -Version 2.8.7075.0 • <Figure 2> ,a& ENGINEERING Company: TGE Engineer: CA Project: Argonaut Address: Phone: E-fflail: Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 I Date: I 4I26/2021 I Paoe: 13/5 Input data and results must be ClleQted for ogreement with the existing c,rwmstances. the standards and guidelines must be ClleQted for plausibility Sompson Strong-ne Company Inc. 5956 W Las Posites Boulevard Pleasanton, CA ~588 Phone· 925 560 9000 Fax: 925 847 3871 www strongtie com 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 53 of 60 ,t I STRUCTURAL ENGINEERING CALCULATIONS ,e& £N GI N tt R I NG fiiM!=ti•U■ ~nchor Designer™ f1lfoit§@ Software -Version 2.8.7075.0 • Compan : En lneer: Project: Address: Phone: E-mail: 3, R11uWog Anchor Eorc11 Anchor Tension load. Shear load x, Nu• (lb) 1 0.0 2 0.0 3 0.0 4 0.0 Sum 0.0 Maximum concrete compresslon strain (%.): 0.00 Maximum concrete compression stress (psi). O Resuttant tension force (lb): O Resultant compression force (lb): 0 V,,.,.(lb) 0.0 0.0 0.0 0.0 0.0 Eccenlrichy of resuhant tension forces In x-axis. e'•• (Inch): 0.00 Eccentricity of resuttant tension forces In y-axis, e·., (inch): 0.00 Eccentricity of resultant shear fo,ces in x-axis, e'v, (inch): 0.00 Eccentricity of resultant shear forces in y-axis. e'11y (inch): 0.00 a, Steel Strength of Anchor In Shear (Sec. 17.5 1) V .. (lb) ,.,,.. ; ;,,-;v,. (lb) 2855 1.0 0.60 1713 10. Concrete Pryout Strength of Anchor In Shear (Sec. 17.5.3) TGE CA Argonaut Shear load y. V..., (tb) 129.5 129.5 129.5 129.5 518.0 <Figure 3> ;v,,,. = ;J,..,,N<»g = pl,,,.,(A,-,,J ANa>)'i'.,_N'l'-'1',.N'l'..,_,,No(Sec 17.3.1 & Eq 17 5 3 1b) I<.,,, A,.,, (In') A,... (ln') .,,...., .,, .. ,N y,~,., Y'.,,,., 1.0 88.25 28.20 1.000 1.000 1.000 1.000 11. Bt1Mltl 11 loteractloo of Ito1Ue and Shear Forces (Sec P ZlZ Shear Factored Load. V-(lb) Design Strength. ev. (lb) Steel 130 1713 Pryout 518 4385 318"0 Tlten HD, hnom:2.5" (64mm) meets the selected desl11n criteria. Ratio 0.08 0.12 Project Name: ARGONAUT Location: CARLSBAD, CA TGE Project Number: 21-16648 0 1 0 4 No (lb) 2002 Date: 4/2612021 P e: 4/5 Shear load combined. .J(V .. ,)'+(V-, )' (lb) 129.5 129.5 129.5 129.5 518.0 X y 0 2 0 3 ,v,.,. (lb) 0.70 4385 Status Pass Pass (Governs) Input dete end results must be checked for agreement with the ex,s1ir,g c,rc.,mstences, the slandards end guidehnes must be checl<ed for pleusibiMly, S,mpson Strong-Tie Com1)811y In<;. 5956 W Les Positas Boulevant Pleasanton, CA 94588 Phone· 92.5 560 9000 Fax· 925 847 3871 www sirongtie.com 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 54 of 60 I STRUCTURAL ENGINEERING CALCULATIONS • 12 Wamlne, Anchor Designer™ Software Version 2.8.7075.0 TAMARACK p GROVE Com an TGE En 1neer: CA Project· Argonaut Address: Phone: E-mail: ProJect Name: ARGONAUT Location CARLSBAD, CA TGE Project Number-21-16648 Date: 4/26/2021 P e: 5/5 -Per OOsigner input, ductility requirements for tension have been determined to be satisfied -designer to verify -Per designer input, ductility requirements for shear ha Ye been deterrmned to be sabsfiad -designer to verify. -Designer must exercise own judgement to determine if this design is suitable -Refer to manufacturer's product literature for hole cleaning and mstaUat1on instructions. lnpui dela and results must be cher.l<ed for ag•ll."e1Tlent with tile ex1s11n9 circumstances, ttle slondards and gu1de!mes must be checked for plausibility .'.",,n1;\vi,1 ~'.•r~~q-T,r· -:-:,·,mr111·1v 1'7, 5956 W Las Posi111s Boulevard Pleasan!Ofl, CA 94588 Phone 925 560 9000 Fair 925 847 3871 www slronghe com 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 55 of 60 • STRUCTURAL ENGINEERING CALCULATIONS 7 APPENDIXB 7 .1 LARR #25184 BOARD OF BUILDING AND SAFETY COMMISSIONERS VAN AMBATIELOS ~ESIOEITT JAVIER NUNEZ VICE PRESIOENT JOSELYN GEAGA-ROSENTHAL GEORGE HOVAGUIMIAN ELVIN W. MOON ,sA+,a TAMARACK 'ff GROVE t.Nfi•NEERING CITY OF Los ANGELES CALIFORNIA ERIC GARCETTI MAYOR ProJect Name: ARGONAUT Location. CARLSBAD, CA TGE Project Number: 21-16648 OEPAJITW:NT OF BUILDING ANO SAFETY 201 NORTH FIGUEROA STREET LOS ANGELES CA ~01i OSAMA YOUNAN. P.E. GENERAL MANAGER SUPERINTENDENT OF BUILDING JOHN WEIGHT EXECUTIVE OFFICER Imperial Brown. Inc. 198 SE 223'' Avenue Gresham, OR 97030 RESEARCH REPORT: RR 25184 (CS! #I 3030) Ann: Ken Rhoads (503) 517-3653 Expires: Issued Date: Code: September O I, 2022 September. 2020 2020 LABC GE!'!ERAL APPROVAL -Renewal and Clerical Modification -Imperial Manufacturing Steel Faced. Urethane Refrigeration Panels for ·walk-In Coolers and Freezers DETAIL Imperial Manufacturing panels consist of26 gage stucco-embossed galvani7cd steel skins. meeting ASTM A525. and a core of polyurethane foam identified as R 1327B rigid foam system as manufactured by IPI Division of PMC. Inc. The panels are 3 1//' in thickness and vary in width up to a maximum of 48". The paneb are joined together utilizing cam-lock fasteners. The panels arc approved as structural wall and ceiling panels for u:,,c in interior. non-fire rated walk-in coolers and freezers. The approval Is subject to the following conditions: 1. The panels are approved for use in accordance with Section 2603 of the 2020 City of Los Angeles Building Code and shall comply with all requirements therein. 2. The fi:>am plastic shall be separated from the interior of the freezer or cooler and from the room in which it is placed by use of ~/i-inch gypsum wallboard or other approved thermal barrier meeting the requirements specified in Sections 2603.4. 1.2 rmd 2603.4.1.3 of the 2020 Los Angeles City Building Code may be utilized where applicable. 3. The panels shall be manufactured in the shop of a City of Los Angeles licensed fabricator. Fabrication in unlicensed shops will invalidate the approval. 4. The panel core material shall have a density of 2.4 pcf. RR25184 Page I of4 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 56 of 60 STRUCTURAL ENGINEERING CALCULATIONS a A+·,c Project Name· ARGONAUT Location. CARLSBAD, CA TAMARACK 'ff GROVE TGE Project Number 21-16648 Imperial Manufacturing Ice Cold Coolers. Inc RE: Imperial Manufacturing Steel Faced. Urethane Refrigeration Panels 5. The panels shall be used only in areas where combustible materials are permitted by code. 6. Daily tests of the physical properties of the core material shall be performed and records of such tests shall be maintained and provided to the department upon request. 7. Complete design calculations shall be submitted to Structural Plan Check for each job. Plans and calculations shall bear the stamp and signature of a California registered civil or structural engineer or architect. 8. Panel height shall be limited as follows: 31/>'' Non-bearing walls with polyurethane core 21 '-0" )J,i/1 Non-bearing walls with polyurethane core 21 '-0" The above wall heights provide for a maximum 6 psflateral load and, in the case of bearing walls. a maximum 460 plf concentric axial load. 9. Shear wall values shall be limited as follows: ~admum Height To Width Ratio 1.75: I I I Allo~·able Shear (plO 233 400 10. The maximum allowable diaphragm shear shall be limited to 133 plf for panels with polyurethane core at a maximum span to width ratio of 1.75: I. The panels shall be continuous het\veen walls. 11. The maximum allowable ceiling spans shall be as follows: Applied Load 5 JO 15 25 30 '\1a:dmum Span (fttt) Deflection =-L/240 IK.2 14 .. l 12.0 10.3 9. I 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX RR25184 Page 2 of 4 Page 57 of 60 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK p GROVE Project Name: ARGONAUT Location CARLSBAD, CA TGE ProJect Number: 21-18&48 FNG NfERING Imperial Manufacturing Ice Cold Coolers. Inc RE: Imperial Manufacturing Steel Faced. Urethane Refrigeration Panels 12. The maximum allowable loads for the camlock connectors shall be limited as follows: Wall anel tu wall anel -shear 600 lbs. \\·'all and to wall ancl • tension 330 lbs. 400 lbs. Wall ancl to cc1lm ancl -shear 660 lbs. 13. The wall panels may be attached to the floor assembly utilizing either a vinyl or galvanized steel screed. The screeds are attached to the wall panels utilizing No. IO sheet metal screws. The allowable shear value for this connection is as follows: Allmuhl~ Shear Panel with IYurctham: rnrc 730 lbs. The attachment of the screeds to the floor assembly shall be by an approved method. 14. The panels and core materials. when tested separately. have flame spread and smoke density ratings less than 25 and 450. respectively. 15. Panels shall be provided with a permanent label specifying the fabricator and surface burning characteristics of the product. DJSCUSSJOl\i The Clerical Modification is to update the report to the 2020 Los Angeles City Building code. This report is in compliance with the 2020 Los Angeles City Building code. The approval is based on tests in accordance with ASTM Standard E-84, ASTM Standard E-72 and various other load tests and engineering analysis. Thi, general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this approval have been met in the project in which it is to he used. 812 S. La Cassia Dr.• Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX RR 25184 Page 3 of 4 Page 58 of 60 • ' STRUCTURAL ENGINEERING CALCULATIONS TAMARACK? GROVE f~GIN(CRING Imperial Manufacturing Ice Cold Coolers. Inc Project Name: ARGONAUT Location CARLSBAD, CA TGE Project Number· 21-16648 RE: Imperial Manufacturing Steel Faced. Urethane Refrigeration Panels Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein in design or construction. which must be approved. by Department of Building and Safety Engineers and Inspectors. QUAN NGHIEM. Chief Engineering Research Section 201 N. Figueroa St.. Room 880 Los Angeles, CA 900 I 2 Phone-213-202-9814 Fax-213-202-9943 '" RR.2~11<4 Rlr-i 114 2<120 Tlll '.'111~•149 ~""' 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX RR25l84 Page 4 of4 Page 59 of 60 ~ ================~--------------=--=~-=--------=~-=----= STRUCTURAL ENGINEERING CALCULATIONS 7.2 ICC REPORTS AND DESIGN AIDS TAMARACK~ GROVE ProJOCt Name: ARGONAUT Location CARLSBAD, CA TGE Project Number: 21-16648 • ICC ESR-2713, "TITEN HD SCREW ANCHOR AND TITEN HD ROD HANGER FOR CRACKED AND UNCRACKED CONCRETE." • STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) 812 S. La Cassia Dr.· Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 60 of 60 Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health and Quality PO Box 129261, San Diego, CA 92112-9261 (858) 505-6700 (800) 253-9933 www.sdcdehq.org Record ID#: Not in System Plan Check #: DEH2021-HHMBP- 010272 Business Name Business Contact Telephone# Plan File# Argonaut Manufacturing services Eric Benson 17604434762 Project Address City !State Zip Code APN# 1896 Rutherford Rd Carlsbad CA 92008 212-120-62 Applicant Applicant E-Mail Applicant Telephone # Eric Benson ebenson@argonautms.com 17604434762 .. . .. The following questions represent the fac1hty's acbv1t1es, NOT the specific proJect description . PART I· FIRE DEPARTMENT· HAZARDOUS METERIALS DIVISION: OCCUPANCY CLASSIFICATION: (Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 47500 □ Explosive or Blasting Agents □ Organic Peroxides □ Water Reactives ., Corrosives □ Compressed Gases ., Oxidizers ., Cryogenics □ Other Health Hazards ., Flammable/Combustible Liquids □ Pyrophorics □ Highly Toxic or Toxic Materials □ None ofThese □ Flammable Solids □ Unstable Reactives □ Radioactives PART II· SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at (858) 505-6700 prior to issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: YES NO 1. ., □ 2. ., □ 3. □ ., 4. □ □ 5. □ ., 6 □ ., 7. □ ., 8. □ ., Is your business listed on the reverse side of this form? (check all that apply) . Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? Will your business handle carcinogens or reproductive toxins in any quantity? Will your business use an existing, or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). □ CalARP Exempt □ CalARP Required □ CalARP Complete Review Date: PART Ill· SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4. or #5 is 'Yes', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. 1. 2. 3. 4. YES NO □ ., □ □ □ □ □ ., Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) Has a survey been performed to determine the presence of asbestos containing materials? Will the project involve handling or disturbance of any asbestos containing materials? Will the project involve the removal of any load supporting structural member? 5. 6. 0 Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet al http://www.sdapcd.org/info/facts/permits.pdf □ !El (ANSWER ONLY lF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search the California School Directory al http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. Briefly describe business activities: Briefly describe proposed project: We manufacture medical device products. This is a T.I. for warehouse and cold storage and emergency backup power. l declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. !El; Fees Acknowledged: !El Eric Benson 717/2021 Name of Owner or Authorized Agent Date FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: DATE: ___________ _ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY S. Khalid -:,.I.::;:.nMt!Je 7/8/2021 APCD COUNTY-HMO COUNTY-HMO APCD A. Lazo Flores OF *A stamp in this box Qil.!y: exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. DEHQ_HMD HMBP _Questionnaire v 1.34 (2/2021) Printed on: 7121/2021 @ 12:28 PM ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenlda Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because {a) they discharge no process wastewater (i. e., they only discharge sanitary wastewater with no pollutants exceeding any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. □ Automobile Detailer s □ Barber/Beauty Shops □ Business/Sates Offices □ Cleaning Seivices □ Carpet/Upholstery □ Childcare Facilities □ Churches □ Community Centers □ Consulting Services □ Contractors □ Counseling Services □ Educational Services (no auto repair/film D Financial Institutions/Services □ Fitness Centers D Gas Stations (no car wash/auto repair) □ Grocery Stores (no film developing) □ Residential based Businesses CERTIFICATION STATEMENT developing) □ □ □ □ □ D □ □ □ □ □ □ □ □ □ □ D Hotels/Motels (no laundry) Laundromats libraries Medical Offices (no x-ray developing) Mortuaries Museums Nail Salons Nursing Homes Office Buildings (no process flow} Optical Services Pest Control Services (no pesticide repackaging for sale) Pet Boarding/Grooming Facilities Postal Services (no car wash/auto repair) Public Storage Facilities Restaurants/Bars Retail/Wholesale Stores (no autorepair/fi/m developing) Theaters (Movie/Live) I cert{fj, that the information above is true and correct tu the best ofmy knowledge. Eric Benson 25 May 20~ Signature:~ Print Name: ____________ _ Date: ____ _ Eric Benson Facility Contact: __________ _ Facilities Manager Title: ____________ _ ENCINA WASTEWATER AUTHORITY 6200AVENIDAENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinaipa.com Page 2 of 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Date,25 May 2021 Business Name,Argonaut -------------------- Street Address: 2841 Loker ave e Carlsbad CA 92010 Email Address: ebenson@argonautms.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) □ Check all below that are present at your facility: 8 Acid Cleaning Assembly D Automotive Repair O Battery Manufacturing O Biofuel Manufacturing 0 Biotech Laboratory 0 Bulk Chemical Storage O CarWash O D Chemical Manufacturing Chemical Purification D Dental Offices D Dental Schools O Dental Clinics 0 Dry Cleaning 0 Electrical Component D Manufacturing O Fertilizer Manufacturing D Film/ X-ra y Processing LJ Food Processing 0 Glass Manufacturing D Industrial Laundry O Ink Manufacturing [IJ Laboratory 0 Machining/Milling 0 Membrane manufacturing O (i.e. waterfilter membranes) D Metal Casting/Forming 0 Metal Fabrication 0 Metal Finishing 8 Electroplating Electroless Plating 0 Anodizing 0 Coating (i.e. phosphating) 0 Chemical Etching/Milling 0 Printed Circuit Board O Manufacturing 0 Metal Powders Forming 0 Nutritional SupplemenWitamin D Manufacturing O Painting/Finishing 8 Paint Manufacturing Personal Care Products [II Manufacturing O Pesticide Manufacturing/ Packaging B Pharmaceutical Manufacturing (including precursors) 0 Porcelain Enameling B Power Generation Print Shop 0 Research and Development 0 Rubber Manufacturing 0 Semiconductor Manufacturing D Soap/Detergent Manufacturing 0 Waste Treatment/Storage NewBusiness?YesQNolj SICCode(s)ifknown: 325413 Date operation began/will begin:01 Sep 2021 Tenant Improvement? YesllNoO If yes, briefly describe improvement: We are installling cold storeage and a shipping warehouse Description of operations generating wastewater (discharged to sewer, hauled orevaporated):_n_o_n_e ________ _ Estimated volume of industrial wastewater to be discharged (gal/ day) : n_o_n_e __________________ _ List hazardous wastes generated (type/volume):_n_o_n_e __________________________ _ Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? YesO Date: Page 1 of 2 (city of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits $re not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check NIA and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMG) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: CBC2021-0192 BP No.: Property AddresS/APN: 1896 Rutherford Court Carlsbad CA 920008 Applicant Name/Co.: Stacy Sutton/Argonaut Manufacturing Services, Inc Applicant Address: 2841 Loker Avenue East, Carlsbad CA 920010 Contact Phone: 619-846-8357 Contact Email: stacy@argonautms.com Contact information of person completing this checklist (if different than above): Name: Company name/address: N/A N/A Applicant Signature: Stacy Sutton B-50 Contact Phone: 619-846-8357 Contact Email: N/ A Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown 834 058.00 if!cludl!)g.11 . mi~e . .... ulldi119 l!i, l'/llleli 11Heast 20% Of ils C(;)!l!jjtioneil floor area inesldenfiaJ.use • . , • D New construction 2A', 3A', 18, 28, 'Includes detached, newly constructed ADU 4A', 38,4A □ Additions and alterations: □ BPV < $60,000 N/A N/A All residential additions and alterations □ BPV 2: $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. 'Multi-family dwellings only where interior finishes are removed □ BPV 2: $200,000 1A, 4A' 1 B, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed ,', ', ·. ,. . D New construction 1 B, 28, 38, 48 and 5 • ns: -.. --· --' l!l Alteratio l!l BPV 2: $200,000 or additions 2: 1,0r 18, 5 ) square feet □ BPV 2: $1,000,000 11>,28, 5 Building alterations of 2: 75% existing gross floor area □ 2: 2,000 sq. ft. new roof addition 28,5 1 B also applies if BPV 2: $200,000 Please refer to Ca~sbad Municipal Code (CMC) 1821.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more infomnation. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residentialadditionoralteration~$60,000buildingpennitvaluation, □ NIA __________ _ Detailsofselectionchosenbelowmustbe placed on the plans referencingCMC □ Exception: Home energy score~ 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lighting package □ Water heating Package □ Between 1978and 1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package □ Water heating package lJ pdatcd 4/16/2021 3 /' D N/A / C ~ Nonre • ential' new construction or alterations~ $200,000 building pennit valuation, or Jtdditions~ 1,000squarefeet.SeeCMC 18.21.155and CALGreen Appendix AS A .203.1.1 Choose one: D .10utdoorlighting □ .2 Restaurant service water heating (CEC 140.5) D . 3 Warehouse dock seal doors. □ .4 Daylight design PAFs D .5 Exhaust air heat recovery l!l N/A AS.203.1.2.1 Choose one:□ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energybudget (ProjectswithindoorlightingANDmechanical) l!l N/A AS.211.1 .. □ On-site renewable energy: D NIA N/A A5.211.3tt □Green power: (If offered by local utility provider, 50% minimum renewable sources) D NIA N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators) D N/A N/A AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) D NIAN/A • Includes hotels/motels and high-rise residential buildings "Foralterations41,000, 000 BPVand affecting> 75% existinggrossfloorarea, OR alterations that add 2, ODO square feet of new roof addition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photov(>ltaic; Sy&tems A. D Residential new construction (for low-nse residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150, 1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3B below(low-nse residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) 'Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D D D D B. 0 Nonresidential new construction or alterations "$1,000,000 BPV AND affecting "75% existing floor area, OR addition that increases roof area by ~2,000 square feet Please refer to CMC 18.30.130 when completing this section. 'Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area (GFA)Method GFA: □ If< 10,000s.f. Enter: 5kWdc Min. System Size: □ If« 10,000s.f. calculate: 15 kWdcx (GFN10,000) ** kWdc **Round building size factor to nearest tenth, and round system size lo nearest whole number. Updated 4/1612021 4 □ Time-Dependent Valuation Method AnnualTDV Energy use:•••-----~x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. A O Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system □ Recirculation system per CMG 18.30, 150(B) (high-rise residential, hotel/motel) or CMC 18.30.170(B) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. 0 Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater{s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/ 16/21 5 A. D Residential New construction and major alterations• Please refer to CMC 18.21.140 when completing this section. D One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception: D Multi-family residential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSEspaces= .1 Ox Total parking spaces proposed (rounded upto nearestwhole number) EVSE lnstal~d = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Majoralterationsare: ( 1) for one and two-family dwellings and townhouses with attached garages, alterations have a building penmit valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) D Exception: ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation-Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: TotalEVSEspaces= .10xTotalparl<ing spaces proposed (roundeduptonearestwholenumber) EVSE lnstal~ = Total EVSE Spaces x .50 (rounded up to nearest who~ number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 /~--- t., 1 ~' ®~~1<111 DeltMd M~e11t('rQft1►:.t.11.!n,-.ld1111t111tPNt.:V \ 7 ·, -~ed Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to detemninewhetherornoryourpemnit requires a TOM plan. lfTDM is applicable to your permit, staff will contact the applicantto develop a site-specific TOM plan based on the pemnit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all), 20 Restaurant 11 Retails 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10thEdition 13 11 4.5 3.5 3 1 , For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations; Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. ApplicantSignature:__________________ Date: Z4JUNZl Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed)_E_r_ic_B_e_n_s_o_n ______________ _ 7604434762 Phone Number: _____ _ Email Address: ebenson@argonautms.com U pdatcd 4/16/202 I 7