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HomeMy WebLinkAbout1825 ASTON AVE; ; CBC2024-0009; PermitBuilding Permit Finaled Commercial Permit Print Date: 01/02/2025 Job Address: 1825 ASTON AVE, CARLSBAD, CA 92008-7341 Permit No: Status: (city of Carlsbad CBC2024-0009 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2121201200 Track#: Valuation: $100,000.00 Lot#: Occupancy Group: B/A3/Sl Project#: #of Dwelling Units: Plan #: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2022 Yes Construction Type: 111-B Orig. Plan Check#: Plan Check#: Applied: 01/08/2024 Issued: 06/13/2024 Finaled Close Out: 01/02/2025 Final Inspection: 12/19/2024 INSPECTOR: Alvarado, Tony Kersch, Tim Consultant, Landscape Description: DEMPSEY CONTRUCTION: PARKING AND SITE MODIFICATION// NEW PROPOSED DECK AT EXISTING ROLL-UP (TOTAL REMODEL AREA 5,813 SF) Applicant: DEMPSEY CONSTRUCTION ARMIN LATIFI 1835 ASTON AVE CARLSBAD, CA 92008-7310 (760) 918-6900 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY 581473 -GREEN BUILDING STATE STANDARDS FEE SITE IMPROVEMENTS STRONG MOTION -COMMERCIAL (SMIP) SWPPP INSPECTION TIER 2 -Medium BLDG SWPPP PLAN REVIEW TIER 2 -Medium Total Fees: $7,948.85 Total Payments To Date: $7,948.85 Contractor: DEMPSEY CONSTRUCTION INC 1835 ASTON AVE CARLSBAD, CA 92008-7310 (760) 918-6900 Balance Due: AMOUNT $753.94 $197.00 $104.00 $20.00 $4.00 $1,159.91 $28.00 $5,294.00 $388.00 $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 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov .... ( City of Carlsbad Job Address 1825 Aston Avenue, Carlsbad CA 92008 Tenant Name#: Dempsey Construction COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check C'&.;?o:?LJ -0601 Est. Value -S/00 ,DOO,Oo PC Deposit 4 7 5 .3 . f '-f Date J/!l )o? 'I / Suite: APN: 212-120-13 ----- Lot#: 64, TractNo.85-24 Year Built: 1993 ----------- Year Built: 1993 ·---Occupancy: 81 A3 1 s1 Construction Type: TYP 111•6 Fire sprinklers@'ESQNO A/C:0YESQNo BRIEF DESCRIPTION OF WORK: PARKING AND SITE MODIFICATION, INCLUDING PROPOSED NEW RAISED DECK AT EXISTING ROLL-UP DOOR 0 Addition/New: ____________ New SF and Use, __________ New SF and Use 700 SF Deck, SF Patio Cover, 5•113 SF Other (Specify) PARKINGUNosc•Pe 0Tenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ □ Pool/Spa: _____ SF Additional Gas or Electrical Features? _____________ _ D Solar: ___ KW, ___ Modules, Mounted: ORoof OGround D Re roof: ______________________________________ _ 0 Plumbing/Mechanical/Electrical Upgraded infrastructure -~-------------------------0 other:--------------------------------------- APPLICANT (PRIMARY CONTACT) Name: Dempsey Construction Address· 1835 Aston Avenue PROPERTY OWNER Name: DCIAstonAvenue, LLC Address: 1835 Aston Avenue City· Carlsbad State:_c_A __ Zip: 92008 City: Carlsbad Phone: 760-918-6900 State:_c_A __ Zip: 92008 Phone· 760-918-6900 Email• ALatifi@dempseyconstruction.com Email: Kberger@dempseyconstruction.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: ID Studios Inc. Business Name: Dempsey Construction Address: 236 S Sierra Avenue, Suite 110 Address: 1835 Aston Avenue City: Solana Beach State:_c_A_---'Zip: 92075 City: Carlsbad State:_c_A __ Z.ip: 92008 Phone: 858-523-9836 Phone: 760-918-6900 Email: mcdonald@idstudiosinc.com Email: ALatifi@dempseyconstruction.com Architect State License: _c_-3_0_40_3__________ CSLB License #:_9_45_4_67 ______ Class:_8 ______ _ Carlsbad Business License # (Required):_8_L_NR_1_3_74_9_2 ____ _ APPLICANT CERTIFICATION: I certify that I have read the application and state that the ove information is correct and that the information on the plans is accurate. I agree to comply with all City ordin ces and S te laws relating to building construction. .-.-\,·"f\. <..... 0 ~ ·""" ~ r,.. l\-t..j ), NAME (PRINT): ____ ,_" ,_-=>_-_,~_ -·___ SIGN:_-4,1,1""-.:.,._~"-----DATE: _\Y __ v ___ _ 1635 Faraday Ave Carlsbad, CA 92008 Email: 8uilding@carlsbadca.gov REV. 07/21 Tl11S PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full force and effect. I alsoaf f irm under penalty of perjury one of the following declarations (CHOOSE ONE): D1 have and will maintain a certificate 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. PolicyNo. _____________________________________ _ -OR- (!11 have and will maintain worker's compensation, as required by Section 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: lnsuranceCompany Name: _Na_,.,,._, Un_1on_n_._105_· eo _______________ _ Policy No. 013588226 Expiration Date: _=_1120_2_• ____________ _ -OR-D Certificate of Exemption: I certify that In the performance of the work for which this permit is issued, I shall 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 is unlawful and shall subject 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 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ Lender'sAddress: ___________________ _ CONTRACTOR CERTIFICATION: 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. NAME (PRINT): ________ SIGNATURE:~ ~~ DATE: _____ _ Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason : n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. ~44, 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 will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D 1, as owner of the property, 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). -OR-□, am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I 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 this 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./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http; I lwww.leglnfo.ca.gov/calaw.html. OWNER CERTIFICATION: 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. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2024-0009) Application Date: 01/08/2024 Owner: DCI ASTON AVENUE LLC Permit Type: BLDG-Commercial Work Class: Tenant Improvement Issue Date: 06/13/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Scheduled Date 09/24/2024 10/02/2024 12/19/2024 Closed -Finaled Expiration Date: 03/31/2025 IVR Number: 54158 Address: 1825 ASTON AVE CARLSBAD, CA 92008-7341 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status BLDG-SW-Inspection 261755-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 09/24/2024 BLDG-11 261789-2024 Partial Pass Tim Kersch Reinspectlon Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior location, existing parking lot, Yes commercial industrial park, re-moving existing damaged concrete slab and installing new pavers, inspected sub base prior to insulation of exterior approved parking lot pavers. 10/02/2024 BLDG-12 Steel/Bond 262858-2024 Passed Tim Kersch Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/19/2024 BLDG-Final Inspection 271699-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Thursday, January 2, 2025 Page 3 of 3 PERMIT INSPECTION HISTORY for (CBC2024-0009) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 01/08/2024 Issue Date: 06/13/2024 Owner: DCI ASTON AVENUE LLC Subdivision: CARLSBAD TCT#85-24 UNIT#04 Address: 1825 ASTON AVE Status: Closed -Finaled Expiration Date: 03/31/2025 IVR Number: 54158 CARLSBAD, CA 92008-7341 Scheduled Date 08/22/2024 09/20/2024 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item BLDG-Building Deficiency COMMENTS July 24, 2024: 1. Verified S5.1, detail number #11, structural plans and detail specifications, for ew low woodworking deck, ledger connection attachment to existing structure -OK per plan. 2. Reviewed and verified third-party special inspectors report -OK. 3. Verified SWPPPS and BMP to ensure soil, sediment and trash/debris devices and measures installed-Ok. BLDG-SW-Inspection Checklist Item 255845-2024 COMMENTS Partial Pass Tony Alvarado Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? 08/22/2024 BLDG-11 258733-2024 Partial Pass Tony Alvarado Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Exterior location, existing parking lot, commercial industrial park, re-moving existing damaged concrete slab and installing new pavers, inspected sub base prior to insulation of exterior approved parking lot pavers. 09/20/2024 BLDG-11 261606-2024 Partial Pass Tim Kersch Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMM ENTS Exterior location, existing parking lot, commercial industrial park, re-moving existing damaged concrete slab and installing new pavers, inspected sub base prior to insulation of exterior approved parking lot pavers. Thursday, January 2, 2025 Reinspection Inspection Passed Yes Re inspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Page 2 of 3 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2024-0009) Application Date: 01/08/2024 Owner: DCI ASTON AVENUE LLC Permit Type: BLDG-Commercial Work Class: Tenant Improvement Issue Date: 06/13/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Scheduled Date 07/24/2024 Closed -Finaled Expiration Date: 03/31/2025 IVR Number: 54158 Address: 1825 ASTON AVE CARLSBAD, CA 92008-7341 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection 11/14/2024 BLDG-Planning Final 268060-2024 Passed Landscape Consultant Checklist Item COMMENTS Passed BLDG-Building Deficiency NOTES Created By Paula Cross No TEXT Created Date PROJECT: Dempsey Construction 11/14/2024 Project Number: LPC2024-0002, DEV2023 -0007, Drawing Number: DWG 546-8L The project includes the following Construction Elements. All of these Elements are associated with LPC2024-0002, DEV2023-0007 DWG 546-8L 1825 Aston Avenue - CBC2024-0009 1825 Aston Avenue - CBC2023-0402 The following Construction Element has satisfactorily completed the associated landscape installation and may be released for Permanent Occupancy. The Permit Card for this Element was signed on November 7, 2024 1825 Aston Avenue - CBC2024-0009 Complete 07/24/2024 BLD~14 255704-2024 Partial Pass Tony Alvarado Reinspection Incomplete Franfe/Steel/Bolting/We lding (Decks) Checklist Item BLDG-Building Deficiency COMMENTS SS.1, detail number #11, structural plans and detail specifications, for ew low woodworking deck, ledger connection attachment to existing structure -OK per plan. Passed Yes Thursday, January 2, 2025 Page 1 of 3 March 25, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Dempsey Construction Address: 1825 Aston Ave Applicant Name: Dempsey Construction Applicant Email: aLatifi@dempseyconstrcution.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B/ A3/S I . Occupant Load: N/A Type of Construction: 111-B Sprinklers: Yes Stories: I Area of Work (sq. ft.): 700 sq. ft. The plans have been reviewed for coordination with the perm it application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North COMPLIANCE SERVICES City of Carlsbad -FINAL REVIEW City Pem1it No: CBC2024-0009 True North No.: 24-0 18-01 7 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I. 2. 3. 4. Drawings: One (I) copy dated March 15, 2024, by ID Studios. Structural Calculations: One (I) copy dated January 31 , 2024, by Peter A Carlson. Geotechnical Letter: One (I) copy dated January 3 1, 2024, by Skyline Geotechnical. Other Documents: One (I) copy dated December 22, 2023, by City of Carlsbad. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202 1 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Bui lding Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer Transmittal Letter February 13, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Tl Dempsey Construction. Address: 1825 Aston Ave , Carlsbad CA True North COMPLIANCE SERVICES SECOND REVIEW City Pem1it No: CBC2024-0009 True North No.: 24-018-017 Applicant Name: Dempsey Construction , Applicant Email: Alatifi@dempseyconstruction.com True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. Drawings: Electronic copy dated January 31 , 2024, by ID studios. 2. Structural Calculations: Electronic copy dated January 5, 2024, by Carlson Structural Engineering,LLC. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 TI Dempsey Construction. 1825 Aston Ave. February 13, 2024 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2024-0009 True North No.: 24-018-017 Page2 Plan Review Comments HARD COPY -RESUBMITTAL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov 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). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): Bl A3/ SI. NIA III-B Yes l 700 sq. ft. ARCHITECTURAL COMMENTS: No comments. TI Dempsey Construction. 1825 Aston Ave. City of Carlsbad-SECOND REVIEW City Permit No.: CBC2024-0009 True North No.: 24-018-017 Page3 February 13, 2024 ACCESSIBILITY COMMENTS: D2. Electrical plans proposed EV chargers. Address the following: a) Revise the scope of work on the cover sheet to infomrntion on the proposed EV Parking. b) On site plan, show location and identify the number of EV parking spaces provided on site and provide standard accessible and van accessible EV parking spaces in accordance with CBC Table l lB-228.3.2.1. i) Please be advised, the accessible EV stalls may not be the same stalls as the required non - EV accessible stalls per CBC 11 B-208.1. c) Provide details for the accessible EVCS. This includes the following: i) Show the flat ground surfaces per CBC 1 lB-812.3 for both the vehicle space and access aisle. ii) Provide details showing the width and marking of the required accessible EVCS. Per CBCC 1 lB-812.6 the van accessible shall be 144 inches wide, 108 inches for standard, and 120 inches for ambulatory. iii) Please show the required access aisles including their location, marking, and lettering per CBC l 1B-812.7. (An access aisle is not required for the ambulatory EVCS.) iv) Provide details for surface marking of all accessible EVCS per CBC I lB-812.9. PC2: Response state that the comment was addressed on sheet E2.J, sheet was not provided. Additionally, plans specify that EV charging details are located on sheet E7. I, sheet was ,wt provided. Provide sheet E2.1 per response. provide sheet E7.J per plans. Please be a,lvised, the accessible EV stalls may not be the same stalls as the required non-EV accessible stalls per CBC JJB-208.1. Comments were not addressed, comments remains outstanding. •--CXM11-0011onr.------••cs1.u-.. ' _10_'1 _ _.... ... ,.....,_ ..... ono--•--• I ftllOIIOl/llfOIA)l;t,_,~..Ui.:.t! ... ~ ~•Tlll''-MLC01'110tbtl'#ff.._.N...,_. ~-==-== t::-= MEP/ GREEN/ ENERGY COMMENTS: No comments. STRUCTURAL COMMENTS: No comments. TI Dempsey Construction. 1825 Aston Ave. February 13, 2024 City of Carlsbad-SECOND REVIEW City Pem1it No.: CBC2024-0009 True North No.: 24-018-017 Page 4 If you have any questions regarding the above comments, please contact Mohammad Afaneh via email mohammada@tncservices.com or telephone (562) 733-8030. (END] ~ ID STUDIOS c,').,, ....................................................................................... ,. .. r .................... . March 15, 2024 Dempsey Construction Exterior Improvements -1825 Aston Ave ID Studios Project No: 23.1801.00 Submitted by: Michael McDonald THE CITY OF CARLSBAD Community Development Department -Building Division 1635 Faraday Ave Carlsbad, CA 92008 SECOND REVIEW: True North Compliance Service City Permit No: CBC2024-0009 True North No.: 24-018-017 Reviewed by: Mohammad Afaneh -Plan Review Engineer RESPONSES: GENERAL INFORMATION A. Acknowledged 8. Acknowledged C. Acknowledged D. Acknowledged ARCHITECTURAL COMMENTS (No Comments) ACCESSIBILITY COMMENTS D2. PC2: Response state that the comment was addressed on sheet E2.1, sheet was not provided. Additionally, plans specify that EV charging details are located on sheet E7.1, sheet was not provided. RESPONSE: EV has been removed from project, on Sheet E050 General note 9 (referring to E7.1) ID STUDIOS INTERIOR DESIGN + STRATEGIC PLANNING, INC. 236 S Sferra Avenue, Suite 110, Solana Beach, CA 92075 T 858.523.9836 www.idstudiosinc.com has been removed. Sheet E2.1 and sheet E7.02 has been removed from set. See sheet E050. MEP/GREEN/ENERGY COMMENTS (No Comments) STRUCTURAL COMMENTS (No Comments) FIRE & LIFE SAFITY REVIEW THE CITY OF CARLSBAD 1635 Faraday Ave Carlsbad, CA 92008 SECOND REVIEW City Permit No: CBC2024-0009 Reviewed by: Gina Ruiz (No Comments) LAND DEVELOPMENT ENGINEERING City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008 SECOND REVIEW City Permit No: CBC2024-0009 Reviewed by: Christopher Glassen, Engineering Technician ID STUDIOS INTERIOR DESIGN + STRATEGIC PLANNING, INC. 236 S Sierra Avenue, Suite 110, Solana Beach, CA 92075 T 858.523.9836 www.idstudiosinc.com LAND DEVELOPMENT ENGINEERING 1. Request for impermeable pavers within limits of water line easement (as opposed to permeable pavers): RESPONSE: Please see updated Civil sheets for updates to impermeable pavers. 2. Site Plan and Tier 2 SWPPP redlines: RESPONSE: Please see Civil Site Plans and Storm Water Sheets for updates made per redlines provided. PLANNING DIVISION City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008 SECOND REVIEW City Permit No: CBC2024-0009 Reviewed by: Justyn Chamberlain COMMENTS: 1) Please provide documentation that Carlsbad Research Center (CRC) has reviewed and approved these plans (Repeat Comment): RESPONSE: The Carlsbad Research Center has reviewed and approved the plans, please see attached approval letter. 2) The City Planner and Principal Planner notified me of a proposed parking calculation that does not match what is currently on plans. Please revise plans to show this new parking calculation. (New Comment): RESPONSE: Please see sheet A0.5B for updated parking calculation at top of page. END OF RESPONSES. ID STUDIOS INTERIOR DESIGN + STRATEGIC PLANNING, INC. 236 S Sierra Avenue, Suite 110, Solana Beach, CA 92075 T 858.523.9836 www.idstudiosinc.com Carlsbad Research Center CITY March 4, 2024 Mr. John Levy 1 825 Aston A venue Carlsbad, CA 92008 CBC2024-0009 1825 ASTON AVE Architectural Review Committee DEMPSEY CONTRUCTION: PARKING AND SITE MODIFICATION 11 NEW PROPOSED DECK AT EXISTING ROLL-UP (TOTAL REMODEL AREA 5,813 SF) 2121201200 3/18/2024 CBC2024-0009 Re: CRC Lot 64 -ARC Plan Check -Various Exterior Improvements Dear Mr. Levy: The Architectural Review Committee (ARC) of the Carlsbad Research Center (CRC) has completed its review of your plans proposing various exterior improvements to your property located at 1825 and 1835 Aston Avenue (CRC Lot 64). There are two existing buildings within CRC lot 64, one of which is currently occupied by Dempsey Construction Inc. Andrea Tagle, the CRC property manager, was informed that the property will soon be sold to Dempsey Construction Inc., who will then occupy both buildings. The ARC understands that there are 4 major proposed improvements, which are: I. New parking spaces (31 new parking spaces, 74 existing parking spaces to remain, total of I 05 parking spaces) 2. New raised deck at existing roll-up door on west side of building (where existing loading dock is located) 4. e wee mg, gru m an tnmmmg o ex1stmg ndscaping will not occur. The fol lowing is an analysis of each of the p osed improvements. ---EV Charging statio ns were omitted in our city 1. New Parking Spaces 3rd plan check set for permit #CBC2024-0009. • The plans show the creation of 31 new parking spaces. The need for additional parking spaces, per my conversation with Armin Latifi with Dempsey Construction Inc., is that the existing use of 1825 Aston Avenue is primarily warehouse but will be changed to include more office space. Office spaces require more parking than warehouse per the City of Carlsbad on-site parking requirements, therefore additional parking spaces are being proposed to satisfy this requirement. The applicant provided information that shows that the new required amount of parking will be 97 spaces, and the plans show that I 05 spaces will be provided. • 21 of the proposed parking spaces will be in an area where existing privately maintained turf currently exists. Even with the removal of this section of turf, the property still meets the minimum on-site landscape coverage requirements of 15% (approximately 25% of lot will be 1530 Faraday Avenue Suite I 00 • Carlsbad, CA 92008 • (760) 931-0780 • (760) 931-5 744 Fax Carlsbad Research Center Architectural Review Committee landscaped). The other 10 parking spaces will be located adjacent to the north and west sections of the existing building, including ADA accessible parking stalls and improvements at the main entrance on the north side of the existing building. The proposed parking spaces are necessary to meet the required on-site parking requirements per the City of Carlsbad parking ordinance. Therefore, these proposed parking spaces are found to be consistent with the CRC governing documents. 2. New Raised Deck within Existing Loading Dock Area • The plans show a proposed new Trex raised outdoor deck. This raised deck is shown where there is an existing loading dock. The deck will encompass the entire area of the existing loading dock, and the existing roll-up door will remain. • There is an existing retaining wall that encloses the loading dock area. This retaining wall will remain in place to enclose the boundary of the proposed raised Trex deck. The ARC has previously approved decks and privacy fences made of Trex material, or similar. The proposed deck is located adjacent to the west elevation of the building, and will not be visible from Aston Avenue, due to the fact of the approximately 15-foot elevation difference between Aston A venue and where the proposed deck will be located. The existing retaining wall and landscaping will also screen the proposed deck from view from adjacent lot 65 to the west. The proposed Trex raised deck is consistent with the CRC governing documents. However, similar composite Trex decks and screening fences have been previously approved by the ARC with the condition that these be maintained in first class condition and are regularly monitored to make sure they are not deteriorated or require maintenance. If maintenance is deemed necessary, then the owner will be informed and will be required, at the owner's expense, to repair or provide maintenance. The continued maintenance of this Trex deck will be considered a condition of approval for this submittal. EV Charging stations were omitted in our city New Electric Vehicle Char in Stations ~ 3rd plan check set for permit #CBC2024-0009. • (2) ,,.TT"...,_,.,.. icle charging stations are proposed in existing parking spaces adjacent to the east side of the existm • These EV charging stations are not pro•µu.~-1..LLJ The proposed EV charging stations are consistent with the CRC governing oaii-nts: not located on the front building setback of the existing building. 4. New landscape improvements. including the weeding. grubbing and trimming of existing landscape to remain in areas where new landscaping will not occur • New Landscaping and irrigation are proposed throughout the property, especially adjacent to the proposed new parking spaces. The plans show that a screening hedge (morning light coast rosemary) will be planted to screen the new parking spaces from Aston Avenue. Due to the 1530 Faraday Avenue Suite 100 • Carlsbad, CA 92008 • (760) 931 -0780 • (760) 931-5744 Fax Carlsbad Research Center Architectural Review Committee elevation difference between Aston Avenue and the properties finish grade, this hedge and some new trees will primarily be the only proposed new landscaping that will be visible from Aston A venue. • CRC landscape architect consultant, Greg Evans, reviewed the planting and irrigation plans and found them to be acceptable with no obvious issues regarding the CRC Landscape Guidelines requirements. • Greg Evans however did point out a deferred maintenance issue within the privately maintained planter areas adjacent to the CRC Landscape Maintenance Area {LMA). The CRC LMA is approximately 15-feet wide offset from the back of the sidewalk along Aston Avenue. This included an issue with an existing Elm tree that was restricting lawn mowers access to association-maintained turf and was suppressing the growth and even killing this turf. Also, Elm tree seedlings are beginning to colonize in this same location, adjacent to the existing Elm tree. 1 communicated this information to Am1in Latifi, and he directed the project landscape architect to modify the plans to include the removal of the problematic Elm tree as well as the colonizing seedlings. • All other areas where existing owner-maintained landscaping is to remain, is shown on the plans to be weeded, grubbed and trimmed as necessary. • The plans properly identify the approximately 15-wide CRC LMA adjacent to Aston Avenue. The plans show that this CRC LMA turf and irrigation system are to be protected in place, as well as the existing CRC street trees within this LMA. The proposed plant palette, planting layout and irrigation system were reviewed by Greg Evans, CRC Landscape Architect consultant, and were found to be consistent with the CRC governing documents. The plans properly identify the location and removal of the deferred maintenance issues with existing Elm tree and Elm tree seedlings. Addressing the issue with the Elm tree and seedlings will be considered a condition of approval for this submittal. The submitted plans showing 31 new proposed parking spaces, new exterior Trex deck, landscape and irrigation improvements and two electric vehicle charging stations are consistent with the CRC Design Guidelines and the CRC Specific Plan. Therefore, the ARC considers your plans APPROVED as submitted. Once the City of Carlsbad finalizes the review of your plans and issues the appropriate building permits, you may begin implementing the proposed improvements. Conditions of Approval 1. As stated on the analysis for proposed improvements item #2, if maintenance is deemed necessary for any aspect of the new Trex raised deck area, then the owner will be infom1ed and will be required, at the owner's expense, to repair or provide maintenance. 2. As stated on the analysis for proposed improvements item #4, the existing problematic Elm tree and adjacent Elm tree seedlings are to be completely removed from the owner-maintained planter areas adjacent to the CRC LMA. If you require assistance with properly identifying these in the filed prior to removal, please contact either Andrea Tagle or myself and we can help with coordinating assistance. 1530 Faraday Avenue Suite I 00 • Carlsbad, CA 92008 • (760) 931-0780 • (760) 931-5744 Fax Carlsbad Research Center Architectural Review Committee If you have any questions or require additional information, please contact either Andrea Tagle with Meissner Commercial Real Estate Services at (858) 373-2100 or me at (760) 931-0780 ext. 110. Sincerely, Eddie Nava ARC Staff cc: G. Barberio, C. Reilly, J. Brusseau, A. Tagle 1530 Faraday Avenue Suite 100 • Carlsbad, CA 92008 • (760) 931 -0780 • (760) 931 -5744 Fax Structural Calculations for 1825 Aston Ave Dempsey Office Site Deck Carlsbad, CA City Building Deparment Re-Submittal PC23004 January 31, 2024 Peter Carlson, S4937 CBC2024-0009 1825 ASTON AVE > ~~~ £4;'.,7JI 0 DEMPSEY CONTRUCTION: PARKING AND SITE MODIFICATION II NEW PROPOSED DECK AT EXISTING ROLL-UP (TOTAL REMODEL AREA 5.813 SF) Cl 2023 Carlson Structural Engineering, LLC .. All rights reserved. This document or any part thereof must nc. 2121201200 2/2/2024 CBC2024-0009 1825 Aston Ave Dempsey Renovation PC23004 TABLE OF CONTENTS 1. Basis of Design & Loads 1.1 Basis of Design 1.2 Gravity Loads 2. Exterior Deck Design 2.1 Deck Joists 2.2 Deck Beam 2.3 Deck Stair Stringer 2.4 Deck Stair Stringer Beam 2.5 Existing Foundations & New Pad Footing + Post 2.6 Ledger Connection 3. Seismic Design 3.1 Diaphragm Design © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 1. BASIS OF DESIGN & LOADS © 2023 Carlson Structural Engineering, LLC. 1825 Ast on Ave Dempsey Renovation PC23004 1.1 BASIS OF DESIGN © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Exterior Deck STRUCTURAL BASIS OF DESIGN PROJECT DESCRIPTION AND SCOPE Project Scope & Deck Description PC23004 12/22/2023 The structural scope consists of the structural design of a 605 square foot wood-framed exterior deck 4'-0" maximum above grade that aligns with the existing building slab-on-grade. The gravity system consists of Trex deck spanning to 2x rough-sawn joists at 16" on center to wood beams and existing concrete walls. The seismic system consists of a Trex deck diaphragm that transfers the seism ic load to the existing building slab-on-grade in the transverse direction, and the existing retaining wall and building shear walls in the longitudinal direct ion. The existing retaining wa ll footings will be checked for the additional gravity loads. Building Location 1825 Aston Avenue Carlsbad, CA 92008 Latitude: 33.131386 Longitude: -117 .28841 APPLICATION OF CODE IN DESIGN The building's design will be based on the 2022 California Building Code (CBC). Codes and Standards • 2022 Ca lifornia Building Code (CBC), Title 24 part 10 with all amendments • Minimum Design Loads for Buildings and Other Structures (ASCE/SEI 7-16) • Building Code Requirements for Structural Concrete (ACI 318-19) • Structural Welding Code -Steel (AWS Dl.1-15, Dl.3-08, Dl.4-18, Dl.8-16) • National Design Specification for Wood Construction (NDS 2018) • Special Design Provisions for Wind and Seismic (SDPWS 2021) Permit Info Authority Having Jurisd iction: Structural Engineer of Record: License Number: license Expiration Date: City of Carlsbad Peter Carlson Ca lifornia, S4937 6/30/2025 Page 1 of 3 1825 Aston Ave Dempsey Exterior Deck STRUCTURAL BASIS OF DESIGN Gravity Systems PC23004 12/22/2023 • The gravity systems and elements are evaluated and/or designed based on the loading prescribed in ASCE 7-16. • Occupancy Live Load (CCR Title 24, Table 1607.1): Description Dead (psf) Live (psf) Reducible? Point Live Partition Load (lbs) Load (psf) Deck 7 +/-100 No N/A 0 • Ground Snow Load = 0 psf Lateral System • The building lateral force resisting system (LFRS) and all components will be designed for the critical effects of either seismic or wind forces. • The design of the main wind force resisting system will be based on the "Envelope Procedure" described in ASCE 7-16 Chapter 28, and the components and cladding design will be based on ASCE 7-16 Chapter 30 using the following parameters: o Risk Category: II o Basic wind (ultimate) speed: • 96 mph (ASCE Hazard Tool) typical for LRFD • 74 mph (Vuit x v(0.6)) typical for ASD o Exposure: C o K,1 = 1.0 o G = 0.85 o Enclosure Classification: Enclosed, GCp; = ±0.18 • The seismic design will be based on the Equivalent Lateral Force Procedure (ELFP) of ASCE 7-16, Section 12.6 • Seismic Design Parameters for all design are: • Site Class D (Default) • Seismic Design Category (SDC) = D -Default (ASCE Section 11.4.3) • 55 = 0.992g 505 = 0.794g • S1 = 0.361g 501 = 0.467g • Risk Category II Page 2 of 3 1825 Aston Ave Dempsey Exterior Deck STRUCTURAL BASIS OF DESIGN MATERIAL SPECIFICATIONS AND STRENGTHS Geotechnical Information PC23004 12/22/2023 • Geotechnical Report prepared by: N/A (using code minimum per 2022 CBC Section 1806) • Soil Properties: o Minimum Depth of Footings= 18" o Minimum Width of Footings = 12" o Allowable Bearing Pressure= 1,500 psf + 1/3 increase for wind/seismic loads o Passive Soil Resistance = 100 psf/foot of depth + 1/3 increase for wind/seismic loads o Coefficient of Friction= 130 psf {1/2 x DL (max)) per CBC Section 1806.3.2 Concrete • Footings & grade beams f'c = 3,000 psi, Normal Weight Reinforcing Steel • ASTM A615 -GR 60 or A706 (UNO) Wood • Rough-Sawn Joists, & Purlins (UNO) Douglas Fir #1 Page 3 of 3 1825 Aston Ave Dempsey Renovation PC23004 1.2 GRAVITY LOADS © 2023 Carlson Structural Engineering, LLC. Loads Roof Loads: DL LL Trex I x6 Deck 2xl2 Sub-Purlins@ 1'-4" oc Misc HSS Columns Deck LL (Reducible) Project: 1825 Aston Ave Dempsey Renovation Sheet No. -~--------~~---------- Project No: PC23004 Cale. By: PAC Date: 12/11 /23 Chk. By: Date: 2.2 psf 3.2 psf 1.3 psf ----6.7 psf 0.3 psf ----7.0 psf 100.0 psf 1825 Aston Ave Dempsey Renovation PC23004 2. EXTERIOR DECK DESIGN © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovat ion PC23004 2.1 DECK JOISTS © 2023 Carlson Structural Engineering, LLC. E Project: I 825 Aston Ave Dempsey Deck Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/12/23 Wood Beam Calculations for: Deck 2x12 Joist l2x12 DF#l 2x12 DF#1 Loading Dead Load W beam [ #/ftj 4.10 IV uniform l#/ft] 13.30 W max 1#/ft] 0.00 P, (#) 0.00 P2 l#] 0.00 PJ I#] 0.00 P. [#] 0.00 Ps I#) 0.00 P6 f #] 0.00 P1 I#] 0.00 Ps I#] 0.00 Cd=1.0 Cr=1 .15 ...,. CF= 1.000 Unbraced Length lftl = 1.00 CL= 0.988 Le !in]= 24.72 RB = 11.1 2 Fb* I psi] = 1.1 50 Emin' !psi]= 620.000 FbE !psi]= 6.0 19.4 FbE/Fb* = 5.23 A lin21 = 16.9 s lin31 = 32 I lin41 = 178 .... .... Live Load NIA 133.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < SO, ok Dimensional, DF#I Span [ft]: 12.00 Distance, Xn [fl) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ge11eral Loadi11g Diagram W max 11 11 I I I I I I I I 11 11 11 11 I I 11 11 I I I I 11 I I II W unifonn E n '•~,-dJ ( I 04 + 798 ) # ( I 04 + 798 ) # IShear TL : 902.4 # fv = 1.5 ( 902.4) / 16.9 = 80.2 psi Fv'= Fv(Cu) Fv'= 180.0 psi ok I Moment TL: 2.707.2 l#-fl] @ x lftl: 6.oo fb= 12 ( 2,707.2 ) / 31.6 = 1,026.7 psi Fb'= Fb (CD) CF (Cr) CL (Cfu) Fi,'= 1,136.8 psi ok Deflection 6 LL: ok DL: 0.03 [in). L/ 5366 LL: 0.2 1 fin]. L/ 702 U480 TL: 0.23 linl. L/ 621 U240 IFo, GLB Use O"ly-N/A 6 TL: ok .... .... Deck 2x 12 Joist.xlsm Beam Project: 1825 Aston Ave Dempsey Deck Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/ 12/23 Wood Beam Calculations for: Deck 2x8 Joist l2x8 DF#l 2x8 DF#1 Loading Dead Load W beam [#/ft) 2.64 W uniform l#/ffl 13.30 \V max I #/ftl 0.00 P1 [#] 0.00 P2 [#] 0.00 Pi [#) 0.00 P. [# J 0.00 Ps I#] 0.00 p6 [#] 0.00 P1 I#] 0.00 Ps 1#1 0.00 Cd=1.0 ..... Cr=1.15 ...,. CF= 1.200 Unbraced Length lftl = 1.00 CL= 0.99 1 Le fin]= 24.72 RB = 8.92 Fb*lpsi] = 1.380 Emin' I psi]= 620.000 FbF. I psi]= 9.340.5 FbE/Fb* = 6. 77 A lin21 = 10.9 s lin3l = 13 I jin41 = 48 ..... ..... Live Load NIA 133.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 50, ok Dimensional, DF#I Span [ft]: 6.00 Distance. Xn I ft l 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 General loading Diagram ( 48 + 399) # IShear TL: 446.8 # f, = 1.5 ( 446.8) / 10.9 = 61.6 psi Fv'= F, (Co) Fv'= 180.0 psi ok ( 48 + 399) # I Moment TL: 670.2 l#-ft] 0) X 1ft]: 3.00 fb= 12 ( 670.2 ) / 13.1 = 612.1 psi Fb'= Fb (CD) CF (Cr) CL (Cfu) Fb'= 1,368.3 1>si ok Deflection t;. LL: Ok DL: 0.0 1 fin]. L/ 1254 1 LL: 0.05 fin]. L/ 1503 U480 TL: 0.05 fin). L/ 1342 U240 I Fo, GLD US< Only-NIA t;. TL : ok ..... ..... Deck 2x 12 Joist.xlsm Beam 1825 Aston Ave Dempsey Renovation PC23004 2.2 DECK BEAM © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Deck Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/12/23 Wood Beam Calculations for: Deck Beam l6x12 DF#l 16x1 2 DF#1 Loading Dead Load W beam [#/ft] 15.37 W uniform l#/ft] 56.00 W max [#/ft) 0.00 P1 [#] 0.00 P2 [#] 0.00 Pi [#] 0.00 p4 r #J 0.00 Ps [#] 0.00 P6 [#] 0.00 P1 [#J 0.00 Ps I#] 0.00 Cd=1.0 ..... Cr=1.0 CF= 1.000 Unbraced Length [ft [= 1.00 Ci.= 0.999 Le [in[= 24.72 RB= 3.07 Fb*[psi] = 1,3 50 Emin' [psi] = 580.000 FbE [psiJ = 74.060.8 FbE/Fb* = 54.86 A (in2( = 63.3 s (in31 = 12 1 I [in4[ = 697 Live Load NIA 800.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 50. ok Beam, DF#I Distance. Xn [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Span lft]: 6.00 General Loading Diagram ( 214 + 2.400 ) # ( 214 + 2.400 ) # f,. = 1.5 (2,614.1 ) / 63.3 = 62.0 psi F..'= F, (Co) Fv'= 170.0 psi ok I Moment TL: 3.92 1.2 [#-ft) 0} x I ti] : 3.00 fb= 12 (3,921.2) / 121.2 = 388.1 psi Fb'= Fb (CD) CF (Cr) CL (Cfu) Fb'= 1,348.7 psi ok Deflection 6 LL: ok DL: 0.00 [in]. L/ 38584 LL: 0.02 [in]. L/ 3442 U480 TL: 0.02 [in]. L/3 160 U240 I'"' GLB Use Ooly-N/A 6 TL: ok .... .... Deck Beam.xlsm Beam 1825 Aston Ave Dempsey Renovation PC23004 2.3 DECK STAIR STRINGER © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Deck Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/13/23 Wood Beam Calculations for: Stair Stringer l2x8 DF#l 12x8 ~F#1 Loadin2 Dead Load W beam f #/ft) 2.64 W uniform [#/ft] 10.00 w ""' I #/ft I 0.00 P1 l#J 0.00 P2 [#] 0.00 PJ [#) 0.00 r 4 l#J 0.00 Ps 1#1 0.00 P6 [#] 0.00 P1 l #) 0.00 Ps l#J 0.00 Cd=1.0 .... Cr=1.15 ...- CF= 1.200 Unbraced Length lftl = 1.00 C1= 0.991 Le I in]= 24.72 RB = 8.92 Fb*[psi] = 1,380 Emin' I psi]= 620,000 FbE [psi]= 9.340.5 FbE/Fb* = 6. 77 A lin21 = 10.9 s lin3f = 13 I lin41 = 48 DF#I Live Load NIA 100.00 Distance. Xn 0.00 I ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 50, ok Span [ft): 6.00 General Loading Diagram W max I j I I I I 111 I I j I I I I I I 111 I 11 I I I I I I I I I j II w uniform E n r----'•~,-dJ ( 38 + 300) # 'Shear TL: 337.9 # fv = 1.5 ( 337.9) / 10.9 = 46.6 psi Fv'= F,-(CD) Fv'= 180.0 psi ok ( 38 + 300) # 'Moment TL: 506.9 [#-ft] @x 1ft]: 3.00 f1,= 12 ( 506.9) / 13.1 = 462.9 psi Fb'= Fb (CD) CF (Cr) CL (Cfu) Fb'= 1,368.3 psi ok Deflection L'. LL : ok DL : 0.00 [in]. L/ 15815 LL: 0.04 jin]. L/ 1999 U480 TL: 0.04 lin J. L/ 1775 U240 i-•• GLB Use Ooly-N/A L'. TL: Ok .... .... Stair Stringcr.xlsm Beam 1825 Aston Ave Dempsey Renovation PC23004 2.4 DECK STAIR STRINGER BEAM © 2023 Carlson Structural Engineering, LLC. Project: 1 825 Aston Ave Dempsey Deck Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/12/23 Wood Beam Calculations for: Deck Beam @ Stair l6x12 DF#l 16x12 DF#1 Loading Dead Load W beam j#/fl"I 15.37 W unifonn (#/ft) 54.00 w max r #/ft] 0.00 P1 [#] 0.00 P2 I#] 0.00 PJ f #] 0.00 P4 I# J 0.00 Ps [# J 0.00 p6 [#] o.oo P1 I#] 0.00 Ps 1#1 0.00 Cd=1.0 ..... Cr=1.0 ..... CF= 1.000 Unbraced Length lftl = 1.00 CL= 0.999 Le lin] = 24.72 RB = 3.07 Fb*lpsil = 1,350 Ernin' [psi]= 580.000 FbE [psij = 74.060.8 f-hE/f'b* = 54.86 A [in21 = 63.3 s lin31 = 121 I lin41 = 697 Live Load NIA 450.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 50, ok Beam, DF#I Distance. Xn !ft l 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Span [ft]: 11.50 Ge11eral Loadi11g Diagram ( 399 + 2.588 ) # ( 399 + 2.588 ) # fv = 1.5 ( 2,986.4 ) / 63.3 = 70.8 psi Fv'= F, (Co) F,.'= 170.0 psi ok ;,L: 8-585.9 l#-ft] I Moment @x [ft]: 5.75 fb= 12 (8,585.9) / 121.2 = 849.9 psi Fb'= Fb (CD) CF (Cr) CL (Cfu) Fb'= 1,348.7 psi ok Oenection L'i LI. : Ok DL: 0.02 lin]. L/ 5638 LL: 0.16 [inj. L/869 U480 TL: 0.18 I in], L/ 753 U240 I Fo, GLB Use Only-NIA L'i IL: ok ..... ..... Edge of Deck Stair Stringer Beam.xlsm Beam 1825 Aston Ave Dempsey Renovation PC23004 2.5 EXISTING FOUNDATIONS + NEW PAD FOOTING & POST © 2023 Carlson Structural Engineering, LLC. CSE Project: 1825 Aston Dempsey Exterior Deck Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 12/13 /2023 (E) Building + Retaining Wall Footing A. (E) Building Footing (Grid 5) 1. Roof Loads: DL = 13 psf & RLL = 20 psf, Wall Load = 6.5"/12" x 150 = 81 psf a. WoL = 24' x 81 psf + 33'/2 x 13 psf = 2,160 plf b. WRLL = 33'/2 x 20 psf = 330 plf 2. Deck Loads: LL = 100 psf & DL = 7 psf a. WoL = 12'/2 x 7 psf = 42 plf b. WLL = 12'/2 x 100 psf = 600 plf 3. Total Loads: WoL = 1260 + 42 = 1,300 pfl , WLL = 600 plf, WRLL = 330 plf a. WrL = 1300 + 600 + 330 = 2,230 pit < 2' x 2,500 pst = 5,000 plf (allowable) b. :. (E) 2'-0" wide x 1 '-0" thick building footi ng OK B. (E) Retaining Wall Footing 1. P = 8.5' x 81 psf (6.5" wall)+ 107 psf x 12'/2 = 1,330 lbs 2. V = 35 pcf x 5'2 + 2 = 438 lbs, M = 35 pct x 5'3 + 6 = 729 lb-ft Axial, P 1.33 k Shear (ser), V 0.438 k Mom (ser), M 0.729 k-ft Surcharge 62.5 psf Ftg width B ft Ftg length, L ft Ftg depth in Axial DL Factor 0.90 OTM 1.28 k-ft DL RM Axial 1.33 2.2 Ftg 0.61 1.0 Soil Surch 0.20 0.3 2.15 3.5 OTSF= 2.46 ok .: (E) Retaining wall footing Ok Ftg A Ftg S Ftg Vol Soil P/A MIS X 3x qo net q0 3.25 ft2 2 ft3 4.0625 ft3 660 psf 725 psf 1.03 ft 3.09 ft 1388 psf 1201 psf (w/o ftg wt) p V CSE Project: 1825 Aston Dempsey Exterior Deck Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 12/13 /2023 Deck Post + Pad Footing (Grid C.2-5) A. Column Loads 1. Deck Loads: LL = 100 psf & DL = 7 psf, TA= (16' + 2) x (12' + 2) = 48 SF a. PoL = 48 SF x 7 psf = 336# b. PLL = 48 SF x 100 psf = 4,800# c. Po+L = 5,136# ➔ Po+L = 5,200# & P1.20+1.6L = 8,100# B. Pad Footing Design 1. See following 3 pages for pad footing and wood post design (4' tall) a. .: 3 ' x 3 ' x 12" /lad ,v/(4) #4 EW BOTT Ok b. .: 6x6 DFL #I Post Ok E Project: 1825 Aston Ave Dempsey Deck Sheet No. ---"------------'---"--------------Project No: PC23004 Cale. By: PAC Date: 12/14/23 Concentric Pad Footing Design: ACI 318-19 Soi l properties Code Minimum Values Allowable soi l bearing pressure. gravity loads= Bearing pressure increase per foot of width = Minimum footing width before increase = Bearing pressure increase per foot of depth = Minimum footing depth before increase= Maximum allowable soil bearing pressure, gravity loads = Increase for gravity + lateral loads= Soil Weight = Footing properties Dist From Bot of Ftg to Centroid Footing Length Width Thickness of Reinf ft ft in in Typical 3.0 3.0 12 3.75 Chk. By: 1500 psf 0 psf 2 fl 0 psf 1.5 ft 1500 psf 33% 50 pcf Col or Concrete BasePL re Length esi in 3000 6 ---- Col or BasePL Width in 6 Lon itudinal Transverse Footing Bot Reinf Bot Reinf Top Reinf Top Reinf Bot Reinf Bot Reinf Top Reinf bar count Size bar count Size bar count Size bar count Typical (4) #4 (4) #4 Loads strength service Footing P DL P LL P LL roof ±PE ±PW k k k k k Typical 0.4 4.8 0 0 0 Total reactions to footings (load combinations per CBC 2007 Section 1605, ASCE 7-05 Section 12.4.2.3) f1 = 0.5 ASD ASD ASD LRFD Combo I Combo 2 Combo 3 Combo I Footing P Total P Total k k Typical 5 5 ASD Combo I (Eq 16-16): D + L + L, ASDCombo2(Eq 16-17): D +L + 1.3W P Total k 5 P Total k ASD Combo 3 (Eq 16-20): ( 1.0 + 0.105 SDS)D + L + E/1.4 LRFD Combo I (Eq 16-1 ): I .4D LRFD Combo 2 (Eq 16-2): l.2D+l.6L+0.5Lr LRFD Combo 3 (Eq 16-3 ): 1.2D+ l.6Lr+(f1 Lor 0.8W) LRFD Combo 4 (Eq 16-4): l.2D+l.6W+f1L+0.5Lr LRFD Combo 5 (Eq 16-5): (1.2 + 0.2 Sos)D+E+f1L Footing design -bearing pressure (service loads) LRFD LRFD LRFD Combo 2 Combo 3 Combo 4 P Total P Total P Tota l k k k 8 3 3 Gravit Gravity+ Lateral Footing Fb fb = P/A Result D/C fb = P/A Result )Sf (I) )Sf (2) Ratio sf (2) Typical 1500 678 OK 0.-152 683 OK ( I) Allowable bearing pressure, including increases for width and depth where applicable (2) Dead load includes net footing weight (weight of footing using y cone -y soil) Footing design -shear (ultimate loads) Date: Ftg Area ft2 9.0 Top Reinf Size LRFD Combo 5 P Total k 3 DIC Ratio 0.3.// T.O. Ftg toT.O Slab ft 1.0 E Project: 1825 Aston Ave Dempsey Deck Sheet No. ---"------------'--"--------------Project No: PC23004 Cale. By: PAC Date: 12/14/23 Concentric Pad Footing Design: ACI 318-19 One-way shear (beam shear): Footing Pu q, Trib v. k (I) psf (2) Area ft2 (3) k (4) Typical 8.2 907 1.7 2 ( I) Maximum of P Total from LRFD Load Combinations (2) q, = Pu / Area of footing Chk. By: Result k (5) 24 OK ---- DIC Ratio 0.063 (3) Tributary Arca = Footing width x (Distance from edge of footing to edge of col or baseplate -d) (4) v.=q,x Tributary Area (5) <l>Y n = 0. 75 x (2✓rcbwd) per ACI 318-05 Eq. 11 -3 Two-way shear (punching shear): Footin g Pu q, Trib Vu bo <l>V n Result k (I) ksf(2) Area ft2 (3) k (4) in (5) k (6) Typical 8.2 0.9 8 7 57 77 OK (I) Maximum of P Total from LIU:D Load Combinations (2) q, = Pu/ Area of footing Date: D/C Ratio 0.()89 (3) Trib area contributing to punching shear = Total footing area -Area bounded by (baseplate width/length + d) ( 4) Yu= q, x Tributary Area (5) bo =(color baseplate length + d) x 2 +(color baseplate width+ d) x 2 (6):¢V,, = 0.75 x min of {( 2 +; }( a;,d + 2 }4 }~b,,d where p = long side of column or baseplate I short side of column or baseplate a,= 40 for columns at interior of footing Footing design -flexural reinforcement (ultimate loads) Longitudinal: As min total As req bot As max bot As total As bot Total Footing qu max Mu max I ft per foot per foot per foot provided provided Result psf kft (I) (0.00l4bh) in2 (see eq.) in2 (2) in2 I ft in2 I ft Typical 907 I 0.20 0.02 1.87 #NIA 0.266667 #NII\ Transverse: As min total As req bot As max bot As total As bot Total Footing qu max Mu max I ft per foot per foot per foot provided provided Result psf k-in ( I) (0.0014bh) in2 (see eq.) in2 (2) in2 / ft in2 / ft Typical 907 I 0.20 0.02 1.87 #NIA 0.27 #NIA (I) Mu max = qu max x c2 I 2. where c is the distance from the edge of base plate to the edge of footing (2) p max = 0.75pb Prequired = 0.85 f'c (1 -.f;, Bot Result Oh'. (0.072) Bot Result OK (0.072) CSE Project: 1825 Aston Ave Dempsey Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/13/23 Wood Post Calculations for: Deck Stair Beam Post j6x6 DF#l 6x6 ... Post. DF#l DF#l ... Post, DF#l Fell [psi]= I ,000 F, • I psi]= 1,000 A li1i2J= 30.25 c'= 0.8 Ey.,,,,' [psi)= 580.0E+ 3 Ex.,,.' [psi]= 580.0E+3 C,,= 1.00 Cd=l.O ... Buckling about weak axis. Buckling about strong axis. b = 5.50 d = 5.50 Allowable Load Support Data Allowable Load Support Data Length Length [fl] P,11 [#) Fe' [psi] cp F,E/ F/ FcE Lid I ft) P,11 I#] Fe' [psi] Cv F,E/ Fe* F,E L i d 2.0 30,003 992 0.992 25.038 25,038 4.4 2.0 30,003 992 0.992 25.038 25,038 4.4 4.0 29,186 965 0.965 6.260 6,260 8.7 4.0 29,186 965 0.965 6.260 6,260 8.7 6.0 27,565 911 0.91 I 2.782 2,782 13.1 6.0 27,565 911 0.911 2.782 2,782 13.1 8.0 24,795 820 0.820 1.565 1,565 17.5 8.0 24.795 820 0.820 1.565 1,565 17.5 10.0 20,918 692 0.692 1.002 1,002 21.8 10.0 20,918 692 0.692 1.002 1,002 21.8 12.0 16,823 556 0.556 0.696 696 26.2 12.0 16,823 556 0.556 0.696 696 26.2 14.0 13,349 441 0.441 0.511 51 1 30.5 14.0 13,349 441 0.441 0.511 5 11 30.5 16.0 10,671 353 0.353 0.391 391 34.9 16.0 10,671 353 0.353 0.391 39 1 34.9 18.0 8,657 286 0.286 0309 309 39.3 18.0 8,657 286 0.286 0.309 309 39.3 20.0 7,134 236 0.236 0.250 250 43.6 20.0 7,134 236 0.236 0.250 250 43.6 22.0 5,966 197 0.197 0.207 207 48.0 22.0 5,966 197 0.197 0.207 207 48.0 24.0 ------24.0 ------ 26.0 ------26.0 ------ 28.0 ------28.0 ------ 30.0 ------30.0 ------ 32.0 ------32.0 ------ 34.0 ------34.0 ------ 35.0 ------35.0 ------ 38.0 ------38.0 ------ 40.0 ------40.0 ----- 42.0 ------42.0 ------ 44.0 ------44.0 ------ .i6.0 ------46.0 ------ 48.0 ------48.0 ------ Deck Stair Bc,un Posl Post 1825 Aston Ave Dempsey Renovation PC23004 2.6 LEDGER CONNECTION © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 3. SEISMIC DESIGN © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 3.1 DIAPHRAGM DESIGN © 2023 Carlson Structural Engineering, LLC. CSE Project:_----'1"""8c::2::::5....,_A_,,s"-'-to:.:...:.n-=D'-"e"""m'-"p""s=e...,y._E=xt=e-'-'ri=o.:....r =D-=e-=c"""k __ _ Project No: PC230O4 Cale. By: PAC Sheet No: ___ _ Date: 12/13 /2023 Deck Diaphragm A. Diaphragm Loads 1. Fpx = 0.4 S osleWpx = 0.4 x 0.80 x 1.0 Wpx = 0 .32 Wpx = 0.32 x 7 psf x 690 SF= 1 ,545 lbs+ 1.4 = 1 ,100 lbs a. V Grids = F px + 2 = 550 lbs ➔ v = V + 50' = 11 plf B. Diaphragm Capacity 1 . Vallow= 140 plf + 2 .8 = 50 plf > V = 11 plf OK a. Trex 1x6 deck w/(2) #8 x 1-1/2" each joist & (3) #8 at ledgers & beams Table 4.2D Nominal Unit Shear Capacities for Sheathed Wood-Frame Diaphragms Lumber Diaphragms1 Number, Type, and Size of Nalls per Board2 Sheathing Length (In.) x Shank diameter (In.) x Head dlametar (In.) V, G. Sheathing Material Nominal (pll) (kips/In.) Dimension■ Nailing at lntennedi■t• and End Be■rlng Supports Nalllng at Boundary Members {Naila/board/euppart) INalls/board/endl 1x6 2-8d common (2-1/2 x 0.131 x 0 281) or 3-8d common (2-112 x 0.131 x 0.281) or 3-8d box (2-112 X 0.113 X 0.297) 5-8d box (2-1/2 X 0.113 X 0.297) 1x8 3-8d common (2-112 x 0.131 x 0.281) or 4-8d common (2-112 x 0.131 x 0.281) or Single-Layer 4•8d box (2-112 X 0.113 X 0.297) 6-Bd box (2-1/2 X 0.113 X 0.297) Horizontally-140 1.5 Sheathed Lumber 2x6 2-16d common (3-112 x 0.162 x 0.344) or 3·16d common (3-112 x 0.162 x 0.344) or 3-16d box (3-112 X 0.135 X 0.344) 5-16d box (3-1/2 X 0.135 X 0.344) 2x8 3-16d common (3-112 x 0.162 x 0.344) or 4-16d common (3-1/2 x 0.162 x 0.344) or 4-16d box (3-112 X 0.135 X 0.344) 6·16d box (3-1/2 X 0.135 X 0.344) -rnmnnmrrnurr.; SKYLINE GEOTECHNICAL 31JANUARY2024 Dempsey Construction Attn: Mr. Armin Latifi 1835 Aston Avenue Carlsbad, CA 92008 Phone: 858-735-8172 Email: alatifi@dempseyconstruction.com Project: LIMITED PERMEABLE PAVER EVALUATION PROPOSED DEMPSEY EXTERIOR IMPROVEMENTS 1835 ASTON AVENUE CARLSBAD, CA 92008 Dear Mr. Latifi: Skyline Project No. 24-013C.I In accordance with your request, Skyline Geotechnical Inc. (Skyline) provides the following evaluation of proposed permeable paver placement based on limited site reconnaissance, review of existing conditions, review of the proposed project plans. 1.0 DESCRIPTION AND EVALUATION The client intends to construct improvements throughout the site. Portions of the improvements covered in this letter are the exterior, permeable paver parking areas at the North of the existing building. The location of the permeable paver placement is currently covered in landscaped vegetation (grass), exposed soil, and other vegetation. Based on the comparison of existing and proposed conditions, an impermeable liner placed at the bottom of the permeable paver section does not appear to be warranted. This is because current surficial improvements (landscaping) in the subject areas allowed for infiltration into subgrade soil, therefore, allowing infiltration at the bottom of the permeable paver section is not anticipated drastically change subsurface moisture conditions or stability. Based on subgrade consisting of a clay material, anticipated to have an R-Value of less than 5, the following permeable paver structural sections are presented. These sections are based on an assumed Traffic Index of 5.0. This should be reviewed and approved by the designer and and/or governing authority. To further increase the longevity of the permeable pavement section due to infiltrating, a high-strength geosynthetic grid (Geogrid NX750 or similar) may be used at the bottom of the section. Additionally, the subgrade, where the bottom of the section Skyline Geotechnical I 7040 Avenida Encinas STE 104, Carlsbad, CA 92011 ft.,, SKYLINE ~ C"'EOlECHNICAL PAGE 2 meets subgrade soils, should be slanted at a gradient away from distre ss sensitive improvements, as feasible. Preliminary Recommended Permeable Paver Section Thicknesses Traffic Area/Traffic Paver Section (inches) Subgrade Index R-Value Permeable Paver Thickness Aggregate Base 40mm 17 Parking & Light Drive/ <5 60mm 16 5.0 80mm 15 *NOTE: Permeable Aggregate Base may be replaced with open-graded aggregate, base course, or other aggregate section, assuming R-Va lues are consistent with Aggregate Base Course. Skyline should review the proposed section prior to installation. 7.0 LIMITATIONS OF EVALUATION The findings, recommendations, and professional opinions presented in this letter have been conducted in acco rd ance with generally accepted principles and practices of the geotechnical engineering profession at the time of report preparation. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Subsurface conditions may vary between the explorations, and conditions not observed or described in this report may be encountered during grading or construction. Thi s report is prepared for the project as described. It is not prepared for any other property or party. The recommendations provided in this report have been developed in order to reduce post- construction movement of site improvements related to soil settlement or expansion. However, even when incorporating the design and construction recommendations presented herein, some post-construction movement and associated distress may occ ur. Due t oln addition, the recommendations provided in this report, with regard to seismic evaluation and design, are intended to resist catastrophic collapse of the proposed structures, and extreme damage to the site and site improvements should be expected, should the design seismic event occur in the site vicinity. The findings of this report are valid as of the present date. However, changes in conditions of a property can occur with the passage of time, whether they are due to natural processes or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards SKYLINE PROJECT NO. 24-013C.I 31JAN UARY2024 I!., SKYLINE ~ <'EOlECHNICAL PAGE3 may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside Skyline's involvement. Therefore, this report is subject to review and should not be relied upon after a period of three years. Skyline's conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered, Skyline should be notified and additional recommendations, if necessary, will be provided as long as Skyline remains the authorized geotechnical consultant of record. Skyline appreciates the opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, SKYLINE GEOTECHNICAL, INC. Rodney J. Jones, GE #3205 Principal Geotechnical Engineer REFERENCES: Aaron J. Beeby, CEG #2603 Principal Geologist Ardolino Coastal Engineering, Precise Grading Plans, 1825 & 1835 Aston Avenue, Carlsbad, CA 92008, ACE Job No. 23-54, 1/5/2024 SKYLINE PROJECT NO. 24-013(.1 31JANUARY2024 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. s~ DATE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP • BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C ..... C C 0 ..... 0 0 :;:; C C "'C :;:; :;:; o> C Q) "'C Q) "'C en C 0 0 C C o> E C E C ..... ' C C ::, ::, 0 '6 ·;:: -~ C C E ..... ,._ ,._ :;:; Q) ~ -c en o> ,._ a.> ..... ..... ,._ ::, >, o> C "-Ca.> ,._ C a.> c en en en 0 ·;:: C" ,._ C C o> 0'5 C. Q) 'o.. ·;:: -C en C > ,._ w a.> 0 Best Management Practice* ~ C 0 lD ,._ (!) Q) > C ::c en 3: en ,._ ,._ 0 Q) 0 a.> ..... a.> 0 :;:; ..... C f-E Q) C C u ,._ u en ~ "'C Q) en ~ C Q) C (BMP) Description ➔ en 0 Q) (/) ·~ en o> Q) o> lD 'c C o> C -c en C D => a.> ..... Q) a.> :5 ,e!!: Q) a.> ..... C C 3: C ,._ 0 ~~ "'C >, o en CC C > ~E :;:; 0 C D 0 lD en --o> D:;:; u Q) 0 0 o> Q) Q) X ~ D o> D C Q) a::: E C N en :!le 0 en:.:; Q) ..2 .!: :-§ ~ o 'a. ,.__ 3= Q) Q) C Q) E ~ 1 ..... ::, .0 E a:l = en = 3: as :;:; :a ·;:: a.. e o> Q) l.J.. CC ,._ 0 ~ .... "'C :5 .E: 0 ,._ Q) ::, "'C ·-Q) ·-"'C C 0 C a.> ,._ Q) _ ..... "'C 0 0. ,._ ..... .0 ,._ .0 C ..... 0 ·-,._ ·-0 0 0 0 ,._ C 0 ..... '6 Q) Q) C Q) 0 C 00 0 o> ..s 0 00 ~ :g ..... ..r::: Q) ..... 0 ..... 0 = C •-C Q) 0 C ,._ Q) ..r::: .0 ,._ .!:;c C ..... ,._ 0 ~u c_. C ..... C. 0 QC (!) 3= WO i7i 17) C/1 u ii: (!) en> C/1 (/') C. Vl C C/1 a::: 3= a: 0..0 0.. ~C/1 ~ C/1 C/1U C/1:::::i!: CASQA Designation ➔ r--CX) 0) ...-v U') r--CX) 0 N I") r--CX) "T N I") v U') ...-"T I") co ...-...-"T I I I I I I I I I I I I I I I I I I I I u u u u w w w w w w w w ~ ~ C/1 C/1 C/1 (/') :::::i!: :::::i!: :::::i!: :::::i!: :::::i!: Construction Activity w w w w C/1 C/1 (/') (/') C/1 C/1 C/1 C/1 z z z z 3= 3= 3= 3= 3: Gradina/Soil Disturbance I)(.. Trenchina/Excavation Stockoilina Drill in a /Sorin a Concrete/ Asohalt Sawcuttina Concrete Flatwork ';t; Pavino Conduit/Pioe Installation Stucco/Mortar Work Waste Disoosal 1\.../' x" Staaina/Lav Down Area , Eauioment Maintenance and Fuelina Hazardous Substance Use7Storaae Dewaterina Site Access Across Dirt Other Clisl): Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: \"12 o5 Jfb h:, <"\ Assessor's Parcel Number: ~\'a:--\'2't) -\ 0 Emergency Contact: Nome: ~ '{\("\,, r--L~~,~~ Q) ..... en C 3: ..... C en a.> ::, E 0 Q) "'C o> 5o NC cc :C:::::i!: co I ~ 3= 24 Hour Phone: ~Si-_,, 7, :,_5 • 'cl \ 1 'J Construction Threa t to Storm Water Quality (Check Box) 0 MEDIUM O LOW Q) ..... en o--;:::c a.> a, E ..... a.> Q) o> be CC 0 0 U:::::i!: CX) I :::::i!: 3: X Page 1 of 1 REV 11 /17 Building Permit Finaled Revision Permit Print Date: 01/02/2025 Job Address: 1825 ASTON AVE, CARLSBAD, CA 92008-7341 Permit No: Status: Ccityof Carlsbad PREV2024-0158 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: 2121201200 Track#: Valuation: $0.00 Lot#: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: CBC2024-0009 Plan Check#: Description: DEMPSEY CONTRUCTION: NEW EXTERIOR ENTRY CANOPY ADDED Applicant: DEMPSEY CONSTRUCTION ARMIN LATIFI 1835 ASTON AVE CARLSBAD, CA 92008-7310 (760) 918-6900 FEE BUILDING PLAN CHECK REVISION ADMIN FEE FIRE Plan Review (per hr -Regular Office Hours) THIRD PARTY REVIEW -Consultant Cost (BLDG) Total Fees: $811.00 Total Payments To Date: Building Division $811.00 Applied: 08/21/2024 Issued: 09/25/2024 Finaled Close Out: 01/02/2025 Final Inspection: INSPECTOR: Contractor: DEMPSEY CONSTRUCTION INC 1835 ASTON AVE CARLSBAD, CA 92008-7310 (760) 918-6900 Balance Due: AMOUNT $35.00 $176.00 $600.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Ca r lsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov (by City StaflJ Original Plan Check Number CBC 202 4-0009 1.:,P~la;:,:.n:..:,R~e.:,:vi:;;:,,:,si~on~N,:;:,um~be;:;,.:r....ii..::..~~~--l:~~ ProjectAddress 1825 Aston Avenue, Carlsbad, CA 92008 General Scope of Revision/Deferred Submittal: _________________ _ exterior entry canopy CONTACT INFORMATION: NameArmin Latifi Phone 760-918-6900 Fa "---------- Address 1835 Aston Ave • City Carlsbad Zip 92008 Email Address alatifi@dempseyconstruction.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: [ii Plans [ii Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Updated sheet index and project data for scope A0.1 Added entry canopy plan and details A2.1 Structural revised notes and calcs S0.1 Structural steel and foot plan views for entry canopy S1 .1 Structural detail for entry canopy S5.2 4. Does this revision, in any way, alter the exterior of the project? 0Yes 0No 5. Does this revision add ANY new floor area(s)? Oves 0No 6. Does this revision affect any fire related issues? Oves 0No 7. ls this a full set replacement (all sheets)? Oves 0No Dlgftally'slgn<d by A,mln Latifi Armin Latifi [>.~c-us. E-alatW,@dempseycon,1..-n.com, CN-Annin ,@'.$' Signature o ... , 202,.os.20 os:00,30-oroo· Date 8/20/2024 1635 Faraday Avenue, Carlsbad, CA 92008 fb.: 760-602-2719 aix: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov r September 17, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Revision TI Dampstey Construction Address: 1825 Aston Ave Applicant Name: Annin Latifi Applicant Email: Alatifi@dempseyconstruction.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B/A-3/S-l Occupant Load: NA Type of Construction: III-B Sprinklers: Yes Stories: I Area of Work (sq. ft.): 455 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North COMPLIANCE SERVICES City of Carlsbad -FINAL REVIEW City Permit No: PREV2024-0158 True North No.: 24-018-729 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I. 2. Drawings: One (I) copy dated September 6, 2024, by ID Studios. Structural Calculations: One (I) copy dated August 19, 2024, by Peter A Carlson. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 !BC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 ID STUDIOS .......................................................................................................................... September 06, 2024 Dempsey Construction Exterior Improvements -1825 Aston Ave ID Studios Project No: 23.1801 .00 Submitted by: Andrew Fordham PLANNING DIVISION City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008 Construction change comments City Permit No: PREV2024-0158 True Noth No.: 24-018-729 Reviewed by: Mohammad Afaneh Quality Review By: Alaa Atassi COMMENTS: 1) Submit a Site plan to identify the location of the existing and new structures(s) ... RESPONSE: Please see sheet A0.5B. New enlarged plan call-out for canopy clouded. Distances to property lines clouded. Adjacent streets shown on plan. END OF RESPONSES. ID STUDIOS INTERIOR DESIGN + STRATEGIC PLANNING, INC. 236 S Sierra Avenue, Suite 110, Solana Beach, CA 92075 T 858.523.9836 www.idstudiosinc.com CSE September 5, 2024 Mohammad Afaneh True North Compliance Services, Inc. 8359 Vickers Street, Suite 207 San Diego, CA 92 I I 1 mohammada@tncservices.com Subject: 1825 Aston Avenue Dempsey Construction TI Response to Plan Check Comments (Canopy Design) (CSE Project No. PC23004) City of Carlsbad Permit No.: True North No.: Dear Mr. Atassi: PREV2024-0 I 58 24-018-729 In response to the plan check corrections for the above project prepared by Plan Checker Mohammad Afaneh of True North Compliance Services, Inc. on behalfofCity of Carlsbad, dated August 26, 2024, please reference the following list ofresponses. Per the response below, no change is required to the structural drawings or calculations. Structural Comments: S1. Per city form B64, a soils report is required for all new structures. Submit the soils report associated with the main permit and incorporate the recommendations of the report into the design. a) Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. Per email discussion on 9/5/2024, since the exterior canopy has no occupancy and is disconnectedfi'om the building, so a geotechnical report is not required per city.form B64. b) Reproduce/imprint the soil report recommendation (including the cover page and the page with soil engineer stamp and signature) onto the plan. See response to SJ. S2. Revise special inspection statement, include foundation with concrete above 2,500 psi. Per the original approved exterior drawings (City Permit Number CBC2024-009 & True North Number 24-018- 017), concrete special inspection is already included for all structural concrete per the screen shot below on sheet SO.I. PREV2024-0158 1825 ASTON AVE Commercjal Permit Revjsjon: DEMPSEY CONTRUCTION: NEW CXTCRIOR ENTRY CANOPY ADDED H > 1--0 2121201200 CBC2024-0009 9/10/2024 Carlson Structural Engineering, LLC PREV2024-0158 CSE CONCRETE PERIODIC: INSPECTION OF REINFORCING STEEL NI) PtACEMEITT CONT: INSPECT BOLTS TO BE INSTALi.ED IN CONCRm PRIOR TO 00 ~ING PlACfMENT OF CONCRETE PERIODIC: VERIFY USE Of REQUIRED DESIGN MIX UJNI· :sAIY.t'LINu ~Nt::sN \;U!'ll;Nt I I: ""u SLUMPANUAINl,UNll:NI 11:::il::i,Al'IU DETERMINING THE TEWf'ERATVRE Of FRESH CONCRETE AT ll£ Tf.lE OF MAKING SPECIMENS FOR STRENGTH TESTS CONT: INSPECTION OF COOCRETE PLACEMENT FOR PROPER APPLICATION TECHNIOUES PERIODIC: INSPECTION FOR MAINTENANCE Of SPECIFIED CURING TEW'EAATURE ANO TECHNIQUE PERIODIC: POST•INSTAI.LEO ANO ADHESIVE ANCHORS \IWCI n.■u,. S2. l Statement of Special Inspection Notes on SO. I S3. Revise structural drawings, specify the following: 1825 Aston Ave Dempsey Tl PC23004 Plan Check Responses Page 2 of2 a) Specify the coefficient of friction to be 0.25. Per calculation page 57 of 66, 0.25 is utilized. and sliding resistance is much greater than the demand, so no design change is required. b) Modify the column size and provide calculations based on the information provided (HSS8x6x5/8). The design calculations already specify HSS8x6x5/8 (in Risa, the last number "IO" for HSS8x6xl O is the number of l 6ths; so 10/16 = 5/8) with detailed calculation on pages 32-34 of 66 in the original calculation PDF. The maximum demand-capacity ratio = 0.335 < 1.0, and maximum drift ratio is shown on page 28/66. If you require any additional information or further clarification, please do not hesitate to contact me. Best regards, Carlson Structural Engineering, LLC. Peter Carlson, S.E. Principal Carlson Structural Engineering, LLC Structural Calculations for 1825 Aston Ave Dempsey Canopy Construction Change Carlsbad, CA City Building Deparment Submittal PC23004 August 19, 2024 Peter Carlson, S4937 a:: 0 ii: 8 Q'<j-00 ON IA NO .. ,, ~N 0;:: ~ NNO ~-N CX, I N q- N 0 N > w ~~ 9 a.. ~ 0 N u (I) u C 2024 Car1son StructlKal Engine&ring, LLC., All rights reserved. This document or any part thefeof must not be reproduced in any fo,m without the written permistk>n of Cartson Structural EnglnffmO, LLC. 1825 Aston Ave Dempsey Renovation PC23004 TABLE OF CONTENTS 1. Basis of Design & Loads 1.1 Basis of Design 1.2 Load Take-Off 1.3 Seismic Loads 2. Canopy Design 2.1 Canopy Joists 2.2 Canopy Framing (Risa-3D) 2.3 Canopy Footing 2.4 Canopy Base Connection © 2024 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 1. BASIS OF DESIGN & LOADS © 2024 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 1.1 BASIS OF DESIGN © 2024 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Canopy (Construction Change) STRUCTURAL BASIS OF DESIGN PROJECT DESCRIPTION AND SCOPE Project Scope & Deck Description PC23004 8/19/2024 The structural scope consists of the structural design of a 460 square foot stee-framed entry canopy seismically separated from the existing building. The gravity system consists of 2x rough-sawn joists at 8" on center spanning to steel beams that bear on steel columns supported by conventional spread footings. The seismic system consists of steel framing that spans weak axis to steel special cantilever columns that bear on conventional spread footings. The foundation connections consists of a fixed base plate design to transfer the loads to the foundation. Building Location 1825 Aston Avenue Carlsbad, CA 92008 Latitude: 33.131386 Longitude: -117.28841 APPLICATION OF CODE IN DESIGN The building's design will be based on the 2022 California Building Code {CBC). Codes and Standards • 2022 California Building Code (CBC), Title 24 part 10 with all amendments • Minimum Design Loads for Buildings and Other Structures (ASCE/SEI 7-16) • Building Code Requirements for Structural Concrete (ACI 318-19) • Specification for Structural Steel Buildings (ANSI/AISC 360-16) • Seismic Provisions for Structural Steel Buildings (ANSI/AISC 341-16) • Structural Welding Code -Steel (AWS D1.1-15, D1.3-08, D1.4-18, D1.8-16) • National Design Specification for Wood Construction (NOS 2018) • Special Design Provisions for Wind and Seismic (SDPWS 2021) Permit Info Authority Having Jurisdiction: Structural Engineer of Record: License Number: License Expiration Date: City of Carlsbad Peter Carlson California, 54937 6/30/2025 Page 1 of 3 1825 Aston Ave Dempsey Canopy (Construction Change) STRUCTURAL BASIS OF DESIGN Gravity Systems PC23004 8/19/2024 • The gravity systems and elements are evaluated and/or designed based on the loading prescribed in ASCE 7-16. • Occupancy Live Load (CCR Title 24, Table 1607.1): Description Dead (psf) Live (psf) Reducible? Point Live Partition Load (lbs) Load (psf) Roof 5 +/-20 Yes 300 0 • Ground Snow Load = 0 psf Lateral System • The building lateral force resisting system (LFRS) and all components will be designed for the critical effects of either seismic or wind forces. • The design of the main wind force resisting system will be based on the "Envelope Procedure" described in ASCE 7-16 Chapter 28, and the components and cladding design will be based on ASCE 7-16 Chapter 30 using the following parameters: o Risk Category: II o Basic wind (ultimate) speed : • 96 mph (ASCE Hazard Tool) typical for LRFD • 74 mph (Vu11 x v'(0.6)) typical for ASD o Exposure: C o K,1 = 1.0 o G = 0.85 o Enclosure Classification: Enclosed, GCp; = ±0.18 • The seismic design will be based on the Equivalent lateral Force Procedure (ELFP) of ASCE 7-16, Section 12.6 • Seismic Design Parameters for all design are: • Site Class D (Default) • Seismic Design Category (SDC) = D -Default (ASCE Section 11.4.3) • S5 = 0.992g S05 = 0. 794g • S1 = 0.361g S01 = 0.467g • Risk Category II • R = 2.5 0 0 = 1.25 • Maximum Drift= 2.5% Page 2 of 3 1825 Aston Ave Dempsey Canopy (Construction Change) STRUCTURAL BASIS OF DESIGN PC23004 8/19/2024 • Structural irregularities will be checked based on ASCE 7-16, Section 12.3.2. The following irregularities have been identified as being present: o None • The lateral force resisting system for steel special cantilever columns will be designed in accordance with Chapters D and E AISC 341, ASCE 7 Chapter 12 and the CBC. MATERIAL SPECIFICATIONS AND STRENGTHS Geotechnical Information • Geotechnical Report prepared by: N/A (using code minimum per 2022 CBC Section 1806) • Soil Properties: o Minimum Depth of Footings = 18" o Minimum Width of Footings= 12" o Allowable Bearing Pressure = 1,500 psf + 1/3 increase for wind/seismic loads o Passive Soil Resistance = 100 psf /foot of depth+ 1/3 increase for wind/seismic loads o Coefficient of Friction= 130 psf (1/2 x DL (max)) per CBC Section 1806.3.2 Concrete • Footings & grade beams Reinforcing Steel • ASTM A615 -GR 60 or A706 (UNO) Structural Steel • Hollow Structural Sections (HSS): • Angles/Channels/Tees: • Plates: • Anchor Bolts in Concrete: • Welding Electrodes: Wood • Rough-Sawn Joists, & Purlins (UNO) ANALYSIS MODELING CRITERIA f'c = 3,000 psi, Normal Weight ASTM -AS00/Gr C ASTM -A36 ASTM -A572, Gr 50 ASTM -F1554, Gr 36 ASTM -E70xx -Structural Steel Alaskan Yellow Cedar #1 • Risa-3D version 22.0.0 used for the lateral and gravity model • Analysis Type : Equivalent Lateral Force Procedure Page 3 of 3 1825 Aston Ave Dempsey Renovation PC23004 1.2 LOAD TAKE-OFF © 2024 Carlson Structural Engineering, LLC. CSE Loads Roof Loads: DL LL 2x6 AYC @ 8" OC Lights Misc HSS Beams HSS Columns (l/2 Height) Seismic Mass Canopy Area (26'x 18') Seismic Weight Roof LL (Reducible) Project: 1825 Aston Ave Dempsey Renovation Sheet No. ---- Project No: PC23004 Cale. By: PAC Date: 8/5/24 ----Chk. By: Date: 3.0 psf 0.5 psf l.5 psf ----5.0 psf 7.0 3.0 psf 1S.0 psf 468.0 sf 7020.0 lbs 20.0 psf 1825 Aston Ave Dempsey Renovation PC23004 1.3 SEISMIC LOADS © 2024 Carlson Structural Engineering, LLC. I CS E I Project: 1804 Aston Dempsey Renovation Sheet No: __ L. _________ _,_ Project No: PC23004 Cale. By: PAC Date: 8/5/24 0 2023 Static Design Base Shear: 2022 CBC & ASCE 7-16 Canopy Steel Special Cantilever Column System Notes • Mapped MCE Spectral Response values are obtained from the ATC Hazard Application • References below are for ASCE 7-I 6 except as noted • Values shown are at Strength Design or LRFD level and may be reduced for ASD Structural & Site Specific Information Project Address Latitude = 1804 Aston Ave, Carlsbad, CA 92008 = 33.1 1386° Number of stories Longitude = -117.28841° Roof ht abv base h = n IS ft Mapped Resp Accel, short periods Mapped Resp Acee!, Is period Long Period Transition Seismic Force Resisting System Response Modification Coefficient Building Period Coefficient Period Parameter Using Site Specific Ground Motion? Using Default Site Class? Design Spectral Acceleration Parameters Short Period Site Coefficient s = • 0.992 g Regular structure? Yes S,= 0.361 g DSA/OSHPD project? No TL= 8 sec (Figs. 22-14 -22-17) p= 1.0? No = Steel Special Cantilever Column System R = 2.5 (Table 12.2-1) Site Class D (Table 20.3-1) C,= 0.028 (Table 12.R-2) Site Class (for F,) D (Sec 11.4.8) x = 0.80 (Table 12.8-2) Risk Category II (CBC Tl 604.5) No (sec 21.1) Importance Factor I = C 1.00 (Table 1.5-2) Yes (Sec 11.4.3 & 11.4.4) F = . 1.200 (CBC Tl613.2.3{1)) Long Period Site Coefficient ~-F.;..v = ____ l_.9_3~9 (Sec ASCE 7 Sec 11.4.8 for Add'I Rcqmts) ,___sc..;Ds'-= ___ o_.7_9_4=gl (CBC Eq. 16-36. 16-38) Design 5% Damped, Spectral Response Acceleration at short periods Design 5% Damped, Spectral Response Acceleration at a period of I sec Seismic Design Category Based on Short-Period Response Acceleration Seismic Design Category Based on a I-Second Period Response Acceleration Seismic Design Category for large SI and Occupancy Category Minimum Seismic Design Category ifDSA/OSHPD SDI = 0.467 g (CBC Eq. 16-37. 16-39) D (CBC Tl613.2.5{1)) D (CBC Tl613.2.5(2)) (Sec 11.6) (CBC l613A.2.5) Seismic Design Category: D (Sec 11.6) Design Period Approx Fundamental Period Fundamenlal Period From Analysis To Ts CoefT for Upper Limit on Period Maximum Fundamental Period Seismic Response Coefficient T, = Tb= 0.2(SDs/So1) = S0s/S1>1 = Cu= Cu T,= Design Period T = Sos value for determination of C, and Ev ForT s Ts: C, = Sos / (Rlt.) = Soi / (T(R/1,)) = So, TL / ("r(R/1,)) = For Ts< Ts TL: C,.,., = ForT > T1,: C,.,., = Minimum: c,.b, min = Where S1 ~ 0.6g: C, .,;. = max(0.044S0sl., 0.01) = 0.5S1/(R/I,) = Where S1 2: 0.2g and site class D: Cs = 0.244 sec 0.000 sec 0.118 sec 0.588 sec 1.4 0.342 sec 0.244 sec 0.794 0.31 7 0.764 25.008 0.035 0.000 0.317 (Eq. 12.8-7) e111er O if 1101 performed (Sec 11.4.6) (Sec 11.4.6) (Table 12.8-1) (Sec 12.8.2) (Sec 12.8.2) < Approx Period Used (Sec 12.8.1.3) (Eq. 12.8-2) < Short Period Design (Eq. 12.8-3) (Eq. 12.8-4) (Eq. 12.8-5) (Eq. 12.8-6) (Sec 11.4.8) Base Shear: V bu, = 0.317 W j (Eq. 12.8-1) 2022 Seismic Forces j CS E I Project: 1804 Aston Dempsey Renovation Sheet No: __ 0202 L---------__,J Project No: PC23004 Cale. By: PAC Date: 8/5/24 Design Response Spectrum: ASCE 7-16 Notes • References below are for ASCE 7-16 except as noted; see Figure 11.4-1 • Where an MCE response spectrum is required, multiply the design spectrum by 1.5 (Sec 11.4. 7) • Analysis must include a sufficient number of modes to obtain I 00% mass participation in each direction (Sec 12.9. I. I) • Force results shall be divided by (R / I) but may not be less than I 00% of static results (Sec 12.9 .1.4) • Drift and displacement results shall be divided by (R/1) and multiplied by (Cd/ I) for inelastic magnitude (Sec 12.9.1.2) • Response parameters shall be combined using either the SRSS or the CQC methods (Sec 12.9.1.3) Design Response Spectrum Parameters To= Ts= Long Period Transition TL= Design 5% Damped, Spectral Response Acceleration at short periods Design 5% Damped, Spectral Response Acceleration at a period of I sec Sos= Soi = Spectral Response Acceleration Curves ForT <T0: For T0 :ST :ST,: ForT, < T:ST1,: ForT > TL: 0.90 0.80 :§ 0.70 " er., r: 0.60 " = I! 0.50 .. 8 " -< 0.40 1.: C " C. ~ a: 0.30 ii ~ u .. C. 0.20 er., 0.10 0.00 0 0.5 : 2022 Seismic Forces l S, = Sos (0.4 + 0.6 T/T0) S, = Sos l j 1.5 s. = SDI I T S, = So1T1./T2 j 2 Period, T (sec) Design Response Spectrum 0.118 sec 0.588 sec 8 sec 0.794 g 0.467 g 2.5 (Sec 11.4.6) (Sec 11.4.6) (Sec 11.4.6) (CBC Eq. 16--36, 16-38) (CBC Eq. 16-37, 16-39) (Eq. 11.4-5) (Sec 11.4.6 Item 2) (Eq. 11.4-6) (Eq. 11.4-7) 3 3.5 I CS E I Project: 1804 Aston Dempsey Renovation Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 8/5/24 020231.... -------------'· --- Vertical Distribution of Seismic Forces: ASCE 7-16 Notes • References below are for ASCE 7-16 except as noted • Values shown are at Strength Design or LRFD level and may be reduced for ASD C= I 0.317 (Sec 12.8.1) Seismic base shear coefficient Effective seismic weight Seismic base shear W= 7k (Sec 12.7.2, sec below) V= 2 k Design period T = 0.244 sec Design 5% Damped, Spectral Response Acceleration at short periods Importance Factor Sos= I,= 0.794 g 1.00 Exponent related to the structure period Story Forces -Strength Level Level Roof h (ft) 15.00 w floor (k) 7 7 wwall II to N/S {k) 0 w wall 11 to E/W (k) 0 (Eq. 12.8-11) Diaphragm Forces -Strength Level North-South Direction Level I:wi(k) Fe• (k) F P' .... {k) Roof 7 7 2 I East-West Direction Level wp, (k) * I:wi(k) F p• (k) F ,, """ (k) Roof 7 7 2 I t, F; F i=x px =-n--w ,,x LW; (Eq. 12.10-1) i=x : 2022 Seismic Forces k = 1.000 Story Force F, Story Shear w, total (k) w,h\ {kft) {k) I:F1 (k) 7 105 2 7 105 2 Fp,aa• (k) 2 F,, .. , (k) 2 2 maxim11m govems 2 maxim11m governs F pxmin = 0.2Sosfwpx F pxmax = 0.4S osfw px 2 * wp, = w, -weight of parallel walls (Eq. 12.8-1) (Sec 12.8.2) (Table I .5-2) (Sec. 12.8.3) Story Overturning F,h, {kft) 33 (Eq. 12.8-12} (Eq. 12.10-2) (Eq. 12.10-3) I: Story Overturning I:F ,h, (kft) 33 I CSE ~roject: 1804 Aston Dempsey Renovation Sheet No: __ roject No: PC23004 Cale. By: PAC Date: 8/5/24 0 2023 1..-------------' Design Load Combinations: 2022 CBC Notes • References below are for ASCE 7-16 except as noted • Cantilevered components in Seismic Design Categories D, E, or F shall be designed for a min net upward force of0.2 D (Sec 12.4.4) • Load combinations do not include load cases F (fluid), T (self-straining), or R (rain). See Sec 2.3 if these loads are applicable. • Do not use loads from lateral soil pressure H to reduce structural actions imposed by W or E. • Qe refers to horizontal seismic force per Sec 12.4, redundancy and overstrength factors are applied to load coefficient. Load Combinations Input Is the floor live load greater than 100 psf or used as garage or public assembly? Is the structure subject to snow loads'/ Is the structure subject to soil loads? Redundancy Factor System Overstrenglh Factor Seismic Design Category Design 5% Damped, Spectral Response Aeeeleration-at short periods Vertical Seismic Force p= no = Sos= Ev= 0.2 Sos D = Load Combinations Using Strength Design (ASCE 7-16 Section 2.3.1 & 2.3.6) 2.3.1-1 1.4 D 2.3.1-2 1.2 D + 1.6 L + 0.5 Lr 2.3.1-3 1.2 D + 0.5 L + 1.6 Lr 2.3.1-3 1.2 D ± 0.5 W + 1.6 Lr 2.3.1-4 1.2 D ± W + 0.5 L + 0.5 Lr 2.3.6-6 1.36 D + 0.5 L ± 1.3 Qe 2.3.1-5 0.9 D ±W 2.3.6-7 0.74 D ± 1.3 Qe Load Combinations Using Special Seismic (ASCE 7-6 Section 2.3.6) 2.3.6-6 1.36 D + 0.5 L ± 1.3 Qe 2.3.6-7 0.74 D ± 1.3 Qe Canopy Seismic Forces.xlsm No No No I.JO (Sec 12.3.4) 1.3 (Table 12.2-1) D 0.794 g 0.159 D (Eq. I 2.4-4a) I CS rroject: 1804 Aston Dempsey Renovation Sheet No: __ 0 2023 • rroject No: PC23004 Cale. By: PAC Date: 8/5/24 Design Load Combinations: 2022 CBC Notes • References below are for ASCE 7-16 except as noted • Cantilevered components in Seismic Design Categories D, E, or F shall be designed for a min net upward force of0.2 D (Sec 12.4.4) • Load combinations do not include load cases F (fluid), T (self-straining), or R (rain). See Sec 2.3 if these loads are applicable. • Do not use loads from lateral soil pressure H to reduce structural actions imposed by W or E. • Qe refers to horizontal seismic force per Sec 12.4, redundancy and overstrength factors are applied to load coefficient. Load Combinations Input Is the floor live load greater than I 00 psf or used as garage or public assembly? Is the structure subject to snow loads? Is the structure subject to soil loads? Redundancy Factor System Overstrengtb Factor Seismic Design Category Design 5% Damped, Spectral Response Acceleration at shon periods Vcnical Seismic Force p= no = Sos= Ev= 0.2 Sos D = Load Combinations Using Allowable Stress Design (ASCE 7-16 Sections 2.4.J & 2.4.5) 16-8: D 16-9: D + L 16-10: D + Lr 16-11: D + 0.75 L + 0. 75 Lr 16-12a: D±0.6 W 16-12b: I.II D±0.91 Qe 16-13: D ± 0.45 W + 0.75 L + 0.75 Lr 16-14: 1.08 D + 0.75 L ± 0.68 Qe + 0.75 Lr 16-15: 0.6 D ±0.6 W 16-15: 0.49 D ± 0.91 Qe Load Combinations Using A Item ate Allowable Stress Design (CBC 1605.2) 16-la D 16-lb D+ L 16-le D + L +L1 16-2a 0.67 D±0.6 W 16-3 D ±0.6 W+L 16-2b D±0.6W 16-4 D±0.3W + L 16-5 l.08 D + L ±0.92Qe 16-6 0.79 D ± 0.92 Qe Canopy Seismic Forces.xlsm No No No 1.30 (Sec 12.3.4) 1.3 (Table 12.2-1) D 0.794 g 0.159 D (Eq. I 2.4-4a) 020J CSE ~roject: 1804 Aston Dempsey Renovation Sheet No: f roject No: PC23004 Cale. By: PAC Date: 8/5/24 Drift Criteria: ASCE 7-16 Notes • References below are for ASCE 7-16 except as noted • The design story drift (a) shall be computed as the difference of the deflections at the centers of mass at the top and bottom of the story under consideration. See Fig. 12.8-2. • Where allowable stress design is used, a shall be computed using the strength level seismic forces specified in Section 12.8 without reduction for allowable stress design. • For single story structures with occupancy category I or II, there is no drift limit if nonstructural components are designed for the story drift Structural Information Risk Category Seismic Design Category Importance Factor Deflection Amplification Factor Redundancy Factor ls seismic force-resisting system comprised solely of moment frames? le= Ct= p = II D 1.00 2.S 1.30 Yes (Sec 11.6) (Table 1.5-2) (Table 12.2-1) (Sec 12.3.4) Strucrure type All structures other than CMU shearwall :;;4 stories, nonstruct design for story drift (Table 12.12-1) Allowable Story Drifts Allowable Story Drift Coefficient Allowable Story Drift Cocff for Moment Frames in Seismic Design Cat D, E, and F Level Roof h (ft) 15.00 Canopy Seismic Forces.xlsm h,. A, 6n m11 (See Eq.12.8-15) (ft) (In) A, 1/C, (in) 15.00 3.462 1.385 /',., = fl, I p = 0.025 hsx (Table 12.12-1) 0.019 h,. (Sec. 12.12.1.1) 1825 Aston Ave Dempsey Renovation PC23004 2. CANOPY DESIGN © 2024 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 2.1 CANOPY JOISTS © 2024 Carlson Structural Engineering, LLC. CSE Wood Beam C'alculations for· . 2x6 AYC#l 2x6 AYC#1 Loadlne Dead Load W beam (#/ft] 2.01 W unifonn [#/ft) 2.00 W mu [#/fll 0.00 P1 [#] 0.00 P2 [#] 0.00 PJ (#) 0.00 p4 [#) 0.00 Ps [#) 0.00 P6 [#] 0.00 P1 (#) 0.00 Ps [#1 0.00 Cd=1.25 • Cr-1.15 ... CF= 1.300 Unbraced Length [ftl = 9.00 CL= 0.678 Le [in]= 198.72 RB = 22.04 fb•[psi] = 1,682 Emin' [psi] = 510,000 FbE [psi]= 1,259.9 FbE/fb• = 0.75 A [in2] = 8.3 s lin3J = 8 I (in4J = 21 • • Live Load J NIA I 20.00 0.00 ~ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 50, ok Project: 1825 Aston Ave Dempsey Canopy Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 8/3/24 Canopy 2x6 Joist 7 Section 4.4 d 300#/3 joists per ASCE:1 sional, A YC#I Span [ft]: 9.33 Distance, Xn fftl 4.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 General Loading Diagram P1l P2l Pnl ~ W max I I I II 111111111111111 1111111111111111 ii W uniform LS_ ~~,-d_J n (19 +143)# I Shear TL: 162.0# fv = 1.5 ( 162.0) / 8.3 = 29.5 psi F,'= F,(Co) F,'= 281.3 psi ok I Moment TL: 494.5 [#-ft] Denection fb= 12 ( 494.5) / 7.6 = 784.6 psi Fb'= Fb (CD) CF (Cr) CL (Cfu) Fb'= 1,140.0 psi ok (19 +143)# @ X (ft] : 4.67 DL: 0.02 [in], L/ 47_7_4 __ _ LL: 0.22 [in], U 515 TL: 0.24 fin], L/ 465 iu240 I• I [u1ao I• I I Use 2x6 A YC No. 1 @ 8" ocl Canopy 2x6 Joist.xlsm Beam I 1825 Aston Ave Dempsey Renovation PC23004 2.2 CANOPY FRAMING (RISA-3D) © 2024 Carlson Structural Engineering, LLC. N16 I 4 I 1 I 2 IIIRISA I--CS_E ___ -----1 ~ PAC Front Entry Canopy Aug 10, 2024 at 08: 15 AM PC23004 Entry Canopy_ V3.r3d IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Node Coordinates Label X lftl Y lftl 1 N1 6 0 2 N2 12 0 3 N3 6 0 4 N4 12 0 5 N5 0 15 6 N6 18 15 7 N7 0 15 8 N8 4.25 15 9 N9 13.75 15 10 N10 18 15 11 N11 0 15 12 N12 4.25 15 13 N13 13.75 15 14 N14 18 15 15 N15 0 15 16 N16 18 15 17 N17 4.25 15 18 N18 13.75 15 19 N19 4.25 15 20 N20 13.75 15 Node Boundary Conditions Node Label X lk/inl Y lk/inl 1 N1 Reaction Reaction 2 N2 Reaction Reaction 3 N3 Reaction Reaction 4 N4 Reaction Reaction Hot Rolled Steel Properties Z lftl 21 21 5 5 26 26 21 21 21 21 5 5 5 5 0 0 26 26 0 0 Z lk/inl Reaction Reaction Reaction Reaction 8/10/2024 8:24:26AM Checked By : ___ _ Detach From Diaohraam X Rot lk-ft/radl Z Rot lk-ft/radl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Label E lksil G lksil Nu Therm. Coeff. r1e•°F-1 Densitv lk/ft3l Yield lksil Rv Fu lksil 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.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B RECl 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.C RECl 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 Wood Properties Lb I a e T voe D t b a a ase s ;pec,es Grade m I EmodNuTherm. Coeff. 11e''F"' Densitv lkfft> C c· 1 DF L<;nlidSa""' Visuallv Graded Doualas Fir-Larch No.1 1 n.i 0.3 0.035 2 SP -~lldSawn Visuallv Graded Southern Pine No.1 1 o. 0.3 0.035 3 HF "~lid Sawn Visuallv Graded Hem-Fir No.1 1 n. 0.3 0.035 4 SPF ~lid Sawn Visuallv Graded Soruce-Pine-fir No.1 1 0. 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E DF BAL na 1 n. 0.3 0.035 6 24F-1.8E DF Unbalancec Glulam NDS Table 5A 24F-1 .8E DF UNBAL na 1 0,3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E SP BAL na 1 0,3 0.3 0.035 8 24F-1.8E SP Unbalancec Glulam NDS Table 5A 24F-1 .8E SP UNBAL na 1 0.3 0.3 0.035 RISA-3D Version 22 [ Entry Canopy_ V3.r3d ) Page2 IIIRISA A NEMETSCHEK COMPANY Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Wood Properties (Continued) 8/10/2024 8:24:26AM Checked By : ___ _ I T -voe Labe D b ata ase s ioecIes Grade m I EmodNuThenn. Coeff. r1e••F-1 Densltv lltlft-1" C c· 9 1.3E-1600F VERSALAM SCL Boise Cascade 1.3E-1600F VERSALAM na 1 D.~ 0.3 0.035 10 1.35E LSL SolidStart SCL Louisiana Pacific 1.35E LSL SolidStart na 1 D.' 0.3 0.035 11 1.4E RIGIDLAM L VL SCL Roseburo Forest Products 2023 1.4E RIGIDLAM L VL na 1 b.; 0.3 0.035 12 2.0E OF Parallam PSL SCL TrusJoist 2.0E OF Parallam PSL na 1 o. 0.3 0.035 13 L VL PRL 1.5E 2250F Custom N/A L VL PRL 1.5E 2250F na 1 "·' 0.3 0.035 14 L VL Microlam 1.9E 2600F Custom N/A LVL Microllam 1.9E 2600F na 1 0.3 0.3 0.035 15 :>SL Parallam 2.0E 2900F Custom N/A PSL Parallam 2.0E 2900F na 1 ~.:! 0.3 0.035 16 LSL TimberStrand 1.55E 2325F Custom N/A LSL TlmberStrand 1.55E 2325F na 1 D.3 0.3 0.035 Hot Rolled Steel Section Sets Label Shaoe Tvoe Desion List Material Desion Rule Area fin2l lw fin'l lzz fin'l J [in'l 1 COL HSS8X6X10 Column Tube A500 Gr.B RECT Tvnical 14 72.3 114 150 2 FRMBM HSS8X4X4 Beam Tube A500 Gr.B RECT Tvoical 5.24 14.4 42.5 35.3 3 TYPBM HSS8X2X4 Beam Tube A500 Gr.B RECT Tvnical 4.3 2.94 28.5 9.36 Member Primary Data Label I Node J Node Section/Shaoe Tvoe Desion List Material Desion Rule 1 M1 N1 NS COL Column Tube A500 Gr.B RECT Tvnical 2 M2 N2 N9 COL Column Tube A500 Gr.B RECT Tvnical 3 M3 N3 N12 COL Column Tube A500 Gr.B RECT Tvnical 4 M4 N4 N13 COL Column Tube A500 Gr.B RECT Tvnical 5 MS N7 N10 FRMBM Beam Tube A500 Gr.B RECT Tvoical 6 M6 N11 N14 FRMBM Beam Tube A500 Gr.B RECT Tvnical 7 M7 N5 N15 TYPBM Beam Tube A500 Gr.B RECT Tvnical 8 MS N15 N16 TYPBM Beam Tube A500 Gr.B RECT Tvnical 9 M9 N16 N6 TYPBM Beam Tube A500 Gr.B RECT Tvnical 10 M10 N6 N5 TYPBM Beam Tube A500 Gr.B RECT Tvoical 11 M11 NS N12 TYPBM Beam Tube A500 Gr.B RECT Tvnical 12 M12 N9 N13 TYPBM Beam Tube A500 Gr.B RECT Tvnical 13 M13 N17 NS TYPBM Beam Tube A500 Gr.B RECT Tvoical 14 M14 N18 N9 TYPBM Beam Tube A500 Gr.B RECT Tvoical 15 M15 N12 N19 TYPBM Beam Tube A500 Gr.B RECT Tvnical 16 M16 N13 N20 TYPBM Beam Tube A500 Gr.B RECT Tvoical Hot Rolled Steel Design Parameters Label Shaoe Lenath fftl Lcomo too rttl K v-v Kz-z Channel Conn a fftl Function 1 M1 COL 15.102 Lbvv 2 2 N/A N/A Lateral 2 M2 COL 15.102 Lbvv 2 2 N/A N/A Lateral 3 M3 COL 15.102 Lbw 2 2 N/A N/A Lateral 4 M4 COL 15.102 Lbw 2 2 N/A N/A Lateral 5 M5 FRMBM 18 Lbw N/A N/A Lateral 6 M6 FRM BM 18 Lbw N/A N/A Lateral 7 M7 TYPBM 26 Lbw N/A N/A Lateral 8 MS TYPBM 18 Lbw N/A N/A Lateral 9 M9 TYPBM 26 Lbw N/A N/A Lateral 10 M10 TYPBM 18 Lbw N/A N/A Lateral 11 M11 TYPBM 16 Lbw N/A N/A Lateral 12 M12 TYPBM 16 Lbw N/A N/A Lateral 13 M13 TYPBM 5 Lbw N/A N/A Lateral 14 M14 TYPBM 5 Lbw N/A N/A Lateral 15 M15 TYPBM 5 Lbw N/A N/A Lateral 16 M16 TYPBM 5 Lbw N/A N/A Lateral RISA-3D Version 22 [ Entry Canopy_ V3.r3d ) Page 3 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Member Area Loads (BLC 1 : DLJ Node ANode BNode CNode DDirectionload DirectionA Maanitude fksf B Maanitude lksf C Maanitude lksf 1 N17 N18 N9 NB y B-C -0.005 -0.005 -0.005 2 N19 N12 N13 N20 y A-B -0.005 -0.005 -0.005 3 N20 N16 N6 N18 y A-8 -0.005 -0.005 -0.005 4 N15 N19 N17 NS y A-B -0.005 -0.005 -0.005 5 NB N12 Nn N9 y B-C -0.005 -0.005 -0.005 Member Area Loads (BLC 2 : RLL) Node ANode BNode CNode DDirectionload DirectionA Maanitude fksf B Maanitude fksfl C Maanitude lksf 1 N17 N18 N9 NB y B-C -0.02 -0.02 -0.02 2 N19 N12 N13 N20 y A-B -0.02 -0.02 -0.02 3 N20 N16 N6 N18 y A-8 -0.02 -0.02 -0.02 4 N15 N19 N17 NS y A-B -0.02 -0.02 -0.02 5 NB N12 N13 N9 y B-C -0.02 -0.02 -0.02 Member Area Loads (BLC 3 : EQxJ Node ANode BNode CNode DDirectionload DirectionA Magnitude lksf B Maanitude lksf C Maanitude lksf 1 N17 N18 N9 NB y B-C -0.002 -0.002 -0.002 2 N19 N12 N13 N20 y A-B -0.002 -0.002 -0.002 3 N20 N16 N6 N18 y A-B -0.002 -0.002 -0.002 4 N15 N19 N17 NS y A-B -0.002 -0.002 -0.002 5 NB N12 N13 N9 y 8-C -0.002 -0.002 -0.002 Member Area Loads (BLC 4 : EQzJ Node ANode BNode CNode DDirectionload DirectionA Maonitude fksf B Maanitude lksf C Maanitude lksf 1 N17 N18 N9 NB y B-C -0.002 -0.002 -0.002 2 N19 N12 N13 N20 y A-B -0.002 -0.002 -0.002 3 N20 N16 N6 N18 y A-8 -0.002 -0.002 -0.002 4 N15 N19 N17 NS y A-8 -0.002 -0.002 -0.002 5 NB N12 N13 N9 y B-C -0.002 -0.002 -0.002 Member Area Loads (BLC 5 : WL) Node ANode BNode CNode DDirectionload DirectionA Maanitude lksf B Maanitude lksf C Maanitude lksf 1 N17 N18 N9 NB y B-C 0.02 0.02 0.02 2 N19 N12 N13 N20 y A-B 0.02 0.02 0.02 3 N20 N16 N6 N18 y A-8 0.02 0.02 0.02 4 N15 N19 N17 NS y A-8 0.02 0.02 0.02 5 NB N12 N13 N9 y B-C 0.02 0.02 0.02 Basic Load Cases BLC Descriotion Cateaorv Distributed 1 DL DL 2 RLL RLL 3 EQx EL 4 EOz EL 5 WL WL 6 BLC 1 Transient Area Loads None 36 7 BLC 2 Transient Area Loads None 36 8 BLC 3 Transient Area Loads None 36 RISA-3D Version 22 ( Entry Canopy_V3.r3d] 8/10/2024 8:24:26AM Checked By : ___ _ D Maanitude lksf Exclude Braces -0.005 Yes -0.005 Yes -0.005 Yes -0.005 Yes -0.005 Yes D Maanitude lksf Exclude Braces -0.02 Yes -0.02 Yes -0.02 Yes -0.02 Yes -0.02 Yes D Maanitude lksf Exclude Braces -0.002 Yes -0.002 Yes -0.002 Yes -0.002 Yes -0.002 Yes D Maanitude lksf Exclude Braces -0.002 Yes -0.002 Yes -0.002 Yes -0.002 Yes -0.002 Yes D Maanitude lksf Exclude Braces 0.02 Yes 0.02 Yes 0.02 Yes 0.02 Yes 0.02 Yes Area(Member) 5 5 5 5 5 Page4 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Basic Load Cases (Continued) BLC Descri tion 9 BLC 4 Transient Area Loads 10 BLC 5 Transient Area Loads Load Combinations Cate o Distributed None 36 None 36 8/10/2024 8:24:26AM Checked By : ___ _ Area Member Descriotion Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 SELF WT y y -1 2 EQx y X 1 3 1 3 EOz y z -1 4 1 4 DL Yes y y -1 1 1 5 DL + RLL Yes y y -1 1 1 2 1 6 0.67DL -0.78WL Yes y y -0.67 1 0.67 5 0.78 7 1.11DL + 0.91 EQx + 0.27EQz Yes y y -1.11 1 1.11 3 0.91 4 0.27 X 0.91 z 0.27 8 0.49DL + 0.91 EOx + 0.27EQz Yes y y -0.49 1 0.49 3 0.91 4 0.27 X 0.91 z 0.27 9 1.11DL + 0.91EQz + 0.27EOx Yes y y -1.11 1 1.11 4 0.91 3 0.27 z 0.91 X 0.27 10 0.49DL + 0.91 EOZ + 0.27EOx Yes y y -0.49 1 0.49 4 0.91 3 0.27 z 0.91 X 0.27 11 1.4DL y y -1.4 1 1.4 12 1.2DL + 1.6RLL y y -1.2 1 1.2 2 1.6 13 0.9DL-WL y y -0.9 1 0.9 5 1 14 1.36DL + 1.3EQx + 0.41 EQz y y -1 .36 1 1.36 3 1.3 4 0.41 X 1.3 z 0.41 15 0.74DL + 1.36EOx + 0.41EOz y y -0.74 1 0.74 3 1.3 4 0.41 X 1.3 z 0.41 16 1.36DL + 1.3EQz + 0.41 EQx y y -1 .36 1 1.36 4 1.3 3 0.41 z 1.3 X 0.41 17 0.74DL + 1.3EQz + 0.41EQx y y -0.74 1 0.74 4 1.:l 3 0.41 z 1.3 X 0.41 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonrv Aluminum Stainless Connection 1 SELF WT Yes Yes Yes Yes Yes Yes Yes Yes 2 EQx Yes Yes Yes Yes Yes Yes Yes Yes 3 EOz Yes Yes Yes Yes Yes Yes Yes Yes 4 DL Yes Yes Yes Yes Yes Yes Yes Yes 5 DL + RLL Yes Yes Yes Yes Yes Yes Yes Yes 6 0.67DL -0.78WL Yes Yes Yes Yes Yes Yes Yes Yes 7 1.11 DL + 0.91 EOx + 0.27EOz Yes Yes Yes Yes Yes Yes Yes Yes 8 0.49DL + 0.91 EOx + 0.27EQz Yes Yes Yes Yes Yes Yes Yes Yes 9 1.11 DL + 0.91 EOz + 0.27EOx Yes Yes Yes Yes Ye'-' Yes Yes Yes 10 0.49DL + 0.91 EQZ + 0.27EQx Yes Yes Yes Yes Yes Yes Yes Yes 11 1.4DL Yes Yes Yes Yes Yes Yes Yes Yes 12 1.2DL + 1.6RLL Yes Yes Yes Yes Yes Yes Yes Yes 13 0.9DL-WL Yes Yes Ye'-' Yes Yes Yes Yes Yes 14 1.36DL + 1.3EQx + 0.41 EQz Yes Yes Yes Yes Yes Yes Yes Yes 15 0.74DL + 1.36EOx + 0.41EOz Yes Yes Yes Yes Yes Yes Yes Yes 16 1.36DL + 1.3EOz + 0.41 EQx Yes Yes Yes Yes Yes Yes Yes Yes 17 0.74DL + 1.3EQz + 0.41EOx Yes Yes Yes Yes Yes Yes Yes Yes Material Take-Off Material Size Pieces Lenathfftl WeiahtrKl 1 Hot Rolled Steel 2 A500 Gr.B RECT HSS8X2X4 10 140 2.203 3 A500 Gr.B RECT HSS8X4X4 2 36 0.69 4 A500 Gr.B RECT HSS8X6X10 4 60.4 3.095 5 Total HR Steel 16 236.4 5.989 RISA-3D Version 22 [ Entry Canopy_V3.r3d) Page 5 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 8/10/2024 8:24:26AM Checked By : ___ _ A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Envelope Node Reactions Node Label X fkl LC Yfkl LC Z fkl LC MX fk-ftl LC MY fk-ftl LC MZ lk-ft] LC 1 N1 max 0.154 6 4.422 5 0.114 5 0.535 5 0 10 13.049 7 2 min -1.871 7 -0.43 6 -1.329 10 -12.643 10 0 4 -0.439 6 3 N2 max 0.879 5 4.422 5 0.114 5 0.535 5 0 10 11 .297 8 4 min -1.08 8 -0.43 6 -1.326 10 -12.664 10 0 4 -1 .91 5 5 N3 max 0.154 6 4.422 5 0.015 6 0.07 6 0 10 12.777 7 6 min -1.795 7 -0.43 6 -1.428 9 -13.175 9 0 4 -0.439 6 7 N4 max 0.879 5 4.422 5 0.015 6 0.07 6 0 10 11 .576 8 8 min -1.158 8 -0.43 6 -1.43 9 -13.24 9 0 4 -1 .91 5 9 Totals: max 0 5 17.689 5 0 5 10 min -5.45 8 -1.721 6 -5.45 10 RISA-3D Version 22 [ Entry Canopy_V3.r3d] Page 6 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 1' NEMETSCHEK COMP1'NY Model Name : Front Entry Canopy Material Take-Off Material Size 1 Hot Rolled Steel 2 A500 Gr.B RECT HSS8X2X4 3 A500 Gr.B RECT HSS8X4X4 4 A500 Gr.B RECT HSS8X6X10 5 Total HR Steel Envelope Node Reactions Node Label X [kl LC Y lkl LC 1 N1 max 0.182 13 6.243 12 2 min -2.597 14 -0.466 13 3 N2 max 1.26 12 6.243 12 4 min -1.521 15 -0.466 13 5 N3 max 0.182 13 6.243 12 6 min -2.482 14 -0.466 13 7 N4 max 1.26 12 6.243 12 8 min -1 .641 15 -0.466 13 9 Totals: max 0 12 24.97 12 10 min -7.785 15 -1 .864 13 Envelope Node Displacements Node Label X linl LC Y linl LC Zfinl 1 N1 max 0 14 0 13 0 2 min 0 13 0 12 0 3 N2 max 0 15 0 13 0 4 min 0 12 0 12 0 5 N3 max 0 14 0 13 0 6 min 0 13 0 12 0 7 N4 max 0 15 0 13 0 8 min 0 12 0 12 0 9 N5 max 0.892 14 0.061 13 1.466 10 min 0 13 -0.479 12 0 11 N6 max 0.891 14 0.061 13 1.483 12 min 0 12 -0.508 14 0 13 N7 max 0.571 14 0.159 15 1.466 14 min -0.001 12 -0.168 12 0 15 N8 max 0.57 14 0.066 15 1.272 16 min -0.001 12 -0.003 12 0 17 N9 max 0.571 14 0 13 1.282 18 min 0 13 -0.069 14 0 19 N10 max 0.571 14 0.025 13 1.483 20 min 0 13 -0.306 14 0 21 N11 max 0.571 14 0.18 15 1.466 22 min -0.001 12 -0.168 12 0 23 N12 max 0.571 14 0.066 15 1.272 24 min -0.001 12 -0.003 12 0 25 N13 max 0.571 14 0 13 1.281 26 min 0 13 -0.069 14 0 27 N14 max 0.571 14 0.025 13 1.483 28 min 0 13 -0.285 14 0 29 N15 max 0.901 14 0.138 15 1.466 30 min 0 13 -0.479 12 0 31 N16 max 0.901 14 0.061 13 1.483 Pieces Lenothfftl 10 140 2 36 4 60.4 16 236.4 8/10/2024 8:29:00AM Checked By : ___ _ WeiohtfKl 2.203 0.69 3.095 5.989 Z fkl LC MX fk-ftl LC MY lk-ftl LC MZ lk-ftl LC 0.163 12 0.76 12 0 17 18.523 14 -1 .895 17 -18.113 17 0 11 -0.534 13 0.163 12 0.76 12 0 17 16.125 15 -1.89 17 -18.173 16 0 11 -2.767 12 0.017 13 0.08 13 0 17 18.111 14 -2.03 16 -18.829 16 0 11 -0.534 13 0.017 13 0.08 13 0 17 16.552 15 -2.033 16 -18.955 16 0 11 -2.767 12 0 12 -7.785 17 LC X Rotation [rad LC Y Rotation lradl LC Z Rotation lradl LC 17 0 17 6.041e-3 17 0 13 12 0 12 -3.22e-4 12 0 14 17 0 16 3.22e-4 12 0 12 12 0 12 -6.295e-3 17 0 15 16 0 16 6.42e-3 16 0 13 13 0 13 -3.394e-5 13 0 14 16 0 16 3.394e-5 13 0 12 13 0 13 -6.508e-3 16 0 15 16 6.068e-3 12 7.132e-3 15 4.128e-3 12 12 -7.219e-4 13 -9.078e-6 12 -1 .517e-3 15 16 6.068e-3 12 8.027e-3 14 6.09e-4 13 12 -7.219e-4 13 -4.097e-7 13 -5.119e-3 14 16 4.008e-3 16 3.064e-3 16 4.128e-3 12 12 -3.375e-4 13 -5.229e-6 13 -1.517e-3 15 16 8.32e-3 16 4.243e-3 17 1.229e-3 12 13 -6.271e-5 13 -1.373e-4 12 -2.489e-3 15 16 8.351e-3 16 1.373e-4 12 1.828e-4 13 13 -6.271e-5 13 -4.493e-3 16 -3.59e-3 14 16 4.047e-3 16 5.229e-6 13 6.09e-4 13 12 -3.375e-4 13 -2.846e-3 16 -5.119e-3 14 16 1.485e-3 17 2.665e-3 16 4.128e-3 12 13 -3.204e-3 12 -4.912e-5 12 -2.031e-3 15 16 7.771e-3 17 4.466e-3 16 1.229e-3 12 12 -5.952e-4 12 -1 .448e-5 13 -2.666e-3 15 16 7.811e-3 17 1.448e-5 13 1.8288-4 13 12 -5.952e-4 12 -4.54e-3 16 -3.413e-3 14 16 1.466e-3 17 4.912e-5 12 6.09e-4 13 13 -3.204e-3 12 -3.148e-3 16 -4.598e-3 14 16 7.219e-4 13 9.078e-6 12 4.128e-3 12 13 -6.068e-3 12 -8.191e-3 14 -2.031e-3 15 16 7.219e-4 13 4.097e-7 13 6.09e-4 13 RISA-3D Version 22 [ Entry Canopy_ V3.r3d] Page 7 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEI\ COMPANY Model Name : Front Entry Canopy Envelope Node Displacements {Continued) Node Label x n., 1 LC Y finl LC 7 linl LC X Rotation fradl 32 min 0 12 -0.479 12 0 13 -6.068e-3 33 N17 max 0.892 14 0.103 13 1.272 16 6.068e-3 34 min 0 13 -0.729 12 0 13 -7.219e-4 35 N18 max 0.892 14 0.103 13 1.282 16 6.068e-3 36 min 0 12 -0.729 12 0 13 -7.219e-4 37 N19 max 0.901 14 0.103 13 1.272 16 7.219e-4 38 min 0 13 -0.729 12 0 12 -6.068e-3 39 N20 max 0.901 14 0.103 13 1.281 16 7.219e-4 40 min 0 12 -0.729 12 0 12 -6.068e-3 Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks LC Y Rotation fradl 12 -7.31e-3 12 2.64e-3 13 -3.928e-6 12 3.928e-6 13 -2.793e-3 13 2.642e-3 12 -4.131e-7 13 4.1'.-\1e-7 12 -2.799e-3 8/10/2024 8:29:00AM Checked By : ___ _ LC Z Rotation [rad LC 14 -4.598e-3 14 16 6.534e-4 13 12 -3.784e-3 12 12 3.784e-3 12 16 -1.046e-3 15 16 6.534e-4 13 13 -3.784e-3 12 13 3.784e-3 12 16 -1.014e-3 15 Member Shaoe l"'rviA l"'hor-1 oc[ft LC Shear CheckLoc[ft Dir LC Pnc/om lk Pnt/om lk Mnvv/om lk-ft Mnzz/om lk-ft Cb Ean 1 M1 HSS8X6X11 0.373 0 16 0.056 0 z 17 82.726 385.629 67.715 82.864 2.32• ~1-11: 2 M2 HSS8X6X11 0.335 0 16 0.056 0 z 17 82.726 385.629 67.715 82.864 1.52! H1-1t 3 M3 HSS8X6X1 0.362 0 16 0.059 0 z 16 82.726 385.629 67.715 82.864 ?,30' H1-1t 4 M4 HSS8X6X1 0.357 0 16 0.059 0 z 16 82.726 385.629 67.715 82.864 2.381 H1-1t 5 MS HSS8X4X4 0.329 3.592 14 0.183 4.224 V 17 46.391 144.335 17.777 30.529 1.59! H1-1t 6 M6 HSS8X4X4 0.319 3.77E 12 0.249 4.224 z 16 46.391 144.335 17.777 30.529 ?,661 H1-1t 7 M7 HSS8X2X4 0.341 >.041 16 0.038 21.22, z 15 4.54 118.443 7.361 22.22 2.04 H1-1t 8 M8 HSS8X2X4 0.184 9 12 0.015 18 V 12 9.472 118.443 7.361 22.22 1.15, H1-1t 9 M9 HSS8X2X.ti 0.334 •1.22, 14 0.038 21 .22, z 14 4.54 118.443 7.361 22.22 2.111 H1-1t 10 M10 HSS8X2X4 0.184 9 12 0.015 18 V 12 9.472 118.443 7.361 22.22 1.15 H1-1t 11 M11 HSS8X2X4 0.404 8 12 0.04 16 V 12 11.987 118.443 7.361 22.22 1.13f H1-1t 12 M12 HSS8X2X4 0.404 8 12 0.04 16 V 12 11 .987 118.443 7.361 22.22 1.13E H1-1t 13 M13 HSS8X2X4 0.015 2.5 14 0.087 5 V 12 83.117 118.443 7 361 22.22 1.13f H1-1t 14 M14 HSS8X2X4 0.Q15 2.5 14 0.087 5 V 12 83.117 118.443 7.361 22.22 1.13E H1-1b 15 M15 HSS8X2X4 0.015 2.5 14 0.087 5 V 12 83.117 118.443 7.361 22.22 1.13E H1-1t 16 M16 HSS8X2X4 0.015 2.5 14 0.087 5 V 12 83.117 118.443 7.361 22.22 1.13f H1-1b Warning Log No Data to Print... 8 •• = 1.282" < 1.385" --> DIC = 93% OK RISA-3D Version 22 [ Entry Canopy_V3.r3d l Page 8 IIIRISA A NEMETSCHEK COMPANY Material Properties Material: E (ksl): G (ksl): Nu: Shape Properties d (In): bf (In): t (in): Design Properties Lb y-y (ft): Lb Z·Z (ft): kc.mp top! komp bot (ft): Ltorque (ft): N1 RISA-3D Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M 1 8/10/2024 8:29:01 AM Checked By : ___ _ Load Combination: Envelope Code check: 0.373 (LC 16) z A500 Gr.B RECT 29000 11154 0.3 8 6 0.581 15.102 15.102 Lbyy 15.102 15.102 Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: Therm. Coeff. (/1 ES F): Density (k/ft3): Fy (ksi): Ry: lyy (in 4): lzz(ln\ Area (in2): Ky-y: Kz.z! ysway: zsway: Function: H5S8X6X10 Column 1S.102 Hot Rolled Steel Typical 99 AISC 15th (360-16): ASD 0.6S 0.527 46 1.4 72.3 114 14 2 2 No No Lateral M1 [ Entry Canopy_ V3.r3d ] I Node: N1 J Node: NB I Release: Fixed J Release: Fixed I Offset: N/A J Offset: N/A T/C Only: Both Way Fu (ksi): 58 Rt: 1.3 J (In\ 150 Seismic DR: None Max Defl Ratio: l/142 Max Defl Location: 15.102 Span: N/A 'tb! NB Page 9 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: 0.574 at 15.1 ft ' :+--===--------·----- -0.005 at 9.71 ft y Deflection (in) 6.347 at Oft 0.127 at Oft • -1.176 at 15.1 ft -2.378 at Oft Axial Force (k) y Shear Force (k) 2.099 at Oft -0.088 at 0 ft Torsion (k-ft) 0.453 at Oft -0.084 at 15.1 ft Axial Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) RISA-3D Version 22 z-z Moment (k-ft) Bending Strong Stress (ksi) Gov. LC 16 17 16 16 16 17 17 Required Ok 3.322 k 7.252 k-ft 17.991 k-ft 4.853 k 4.581 k [ Entry Canopy_ V3.r3d ] 8/10/2024 8:29:01 AM Checked By : ___ _ ' -1.272 at 15.1 ft z Deflection (in) -0.163 at Oft z Shear Force (k) y-y Moment (k-ft) Bending Weak Stress (ksi) Available 385.629 k 82.726 k 82.864 k-ft 67.715 k-ft 120.161 k 81.753 k Unity Check 0.04 0.056 Result PASS PASS Page 10 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 22 16 16 2.099 k-ft [ Entry Canopy_ V3.r3d ) 63.297 k-ft 8/10/2024 8:29:01 AM Checked By : ___ _ 0.373 0.033 PASS PASS Page 11 IIIRISA A NEMETSCHEK COMPANY Material Properties Material: E (ksl): G (ksi): Nu: Shape Properties d (in): bf (In): t (in): Design Properties Lt, y-y (ft): Lt, Z•Z (ft): lcomptop: lcomp bot (ft): Ltorque (ft): N2 RISA-3D Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M2 8/10/2024 8:29:02AM Checked By : ___ _ Load Combination: Envelope Code check: 0.335 (LC 16) z A500 Gr.B RECT 29000 11154 0.3 8 6 0.581 15.102 15.102 Lbyy 15.102 15.102 Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: Therm. Coeff. U1 ES F): 3 Density (k/ft ): Fy (ksi): Ry: . 4 lyy {m ): lzz(in\ Area (in2): Ky-y: Kz.z: ysway: zsway: Function: HSS8X6X10 Column 15.102 Hot Rolled Steel Typical 99 AISC 15th (360-16): ASD 0.65 0.527 46 1.4 72.3 114 14 2 2 No No Lateral M2 [ Entry Canopy_ V3.r3d ] I Node: N2 J Node: N9 I Release: Fixed J Release: Fixed I Offset: N/A J Offset N/A T/COnly: Both Way Fu (ksl): 58 Rt: 1.3 J (in\ 150 Seismic DR: None Max Defl Ratio: L/141 Max Defl Location: 15.102 Span: N/A Tb: N9 Page 12 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 8/10/2024 8:29:02AM Checked By : ___ _ A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: -1.176 at 15.1 ft Axial Force (k) 0.088 at Oft -2.106 at Oft Torsion (k-ft) 0.453 at Oft -· -0.084 at 15.1 ft Axial Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysls (Major Axis y) Shear Analysis (Minor Axis z) RISA-3D Version 22 :::1--===-------•----- -0.575 at 15.1 ft -0.016 at 9.86 ft y Deflection (in) z Deflection (in) -0.636 at 15.1 ft -1.919 at Oft y Shear Force (k) z Shear Force (k) -5.274 at 15.1 ft z-z Moment (k-ft) Bending Strong Stress (ksi) Gov. LC 16 17 16 16 16 17 17 Required Ok 4.167 k 3.546 k-ft 18.051 k-ft 4.338 k 4.595 k [ Entry Canopy_ V3.r3d) y-y Moment (k-ft) -8.988 at O ft Bending Weak Stress (ksi) Available 385.629 k 82.726 k 82.864 k-ft 67.715 k-ft 120.161 k 81.753 k Unity Check 0.036 0.056 Result PASS PASS Page 13 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 22 16 16 2.106 k-ft [ Entry Canopy_ V3.r3d] 63.297 k-ft 8/10/2024 8:29:03AM Checked By : ___ _ 0.335 0.033 PASS PASS Page 14 IIIRISA A NEMETSCHEK COMPANY '-0----z Material Properties Material: E (ksi): G (ksi): Nu: Shape Properties d (in): hf (in): t (in): Design Properties lt,y-y (ft): lt, Z•Z (ft): lcomptop: lcomp bot (ft): Ltorque (ft): NS RISA-3O Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M11 8/10/2024 8:29:04AM Checked By : ___ _ Load Combination: Envelope Code check: 0.404 (LC 12) AS00 Gr.B RECT 29000 11154 0.3 8 2 0.233 16 16 Lbw 16 16 z Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: HSSBX2X4 Beam 16 Hot Rolled Steel Typical 99 AISC 15th (360-16): ASD Therm. Coeff. V1 ES 0.65 F): 3 Density (k/ft ): 0.527 Fy (ksi): .. lyy (In ): lzz (in4): Area (in2): ysway: z sway: Function: 46 1.4 2.94 28.5 4.3 No No Lateral M11 [ Entry Canopy_V3.r3d] I Node: J Node: I Release: J Release: I Offset: J Offset: T/COnly: Fu (ksl): J (In\ Seismic DR: Max Defl Ratio: NS N12 BenPIN BenPIN N/A N/A Both Way 58 1.3 9.36 None L/307 Max Defl Location: 8 Span: N12 Page 15 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: 0.306 at Oft -0.217 at Oft Axial Force (k) 0 at Oft -0.026 at O ft Torsion (k-ft) 0.071 at Oft -0.05 at Oft Axial Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) RISA-3D Version 22 y Deflection (in) y Shear Force (k) z-z Moment (k-ft) Bending Strong Stress (ksi) Gov. LC 12 12 12 12 12 12 12 Required 0.217 k Ok 8.964 k-ft 0 k-ft 2.241 k Ok [ Entry Canopy_ V3.r3d ] 8/10/2024 8:29:04AM Checked By : ___ _ 1.013 at 8 ft ·------ -5.92e-04 at 0 ft z Deflection (in) z Shear Force (k) y-y Moment (k-ft) 2.672 at 8 ft • --•-----2.672 at 8 ft Bending Weak Stress (ksi) Available 118.443 k 11.987 k 22.22 k-ft 7.361 k-ft 56.229 k 10.02 k Unity Check 0.04 0 Result PASS PASS Page 16 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 22 12 12 0 k-ft [ Entry Canopy_V3.r3d) 8.741 k-ft 8/10/2024 8:29:04AM Checked By : ___ _ 0.404 0 PASS PASS Page 17 IIIRISA A NEMETSCHEK COMPANY Material Properties Material: E (ksi): G (ksi): Nu: Shape Properties d (in): bt (in): t (in): Design Properties Lby-y (ft): Lb z-z (ft): lcomptop: lcomp bot (ft): Ltorque (ft): N9 RISA-3D Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M12 8/10/2024 8:29:06AM Checked By : ___ _ Load Combination: Envelope Code check: 0.404 (LC 12) AS00 Gr.B RECT 29000 11154 0.3 8 2 0.233 16 16 Lbyy 16 16 Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: HSS8X2X4 Beam 16 Hot Rolled Steel Typical 99 AISC 15th (360-16): ASD Therm. Coeff. V1 ES 0.65 F): 3 Density (k/ft ): 0.527 Fy (ksi): .. lyy (in ): lzz(in\ Area (in\ ysway: zsway: Function: 46 1.4 2.94 28.5 4.3 No No Lateral M12 [ Entry Canopy_V3.r3d] I Node: J Node: I Release: J Release: I Offset: J Offset: T/C Only: Fu (ksi): J (In\ Seismic DR: Max Defl Ratio: N9 N13 BenPIN BenPIN N/A N/A Both Way 58 1.3 9.36 None L/307 Max Defl Location: 8 Span: N13 Page 18 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: 0.207 at 8 ft 8/10/2024 8:29:06AM Checked By : ___ _ 1.013 at 8 ft ·------.~ -0.628 at 8 ft -8.555e-05 at O ft y Deflection (in) 0.023 at Oft 2.241 at Oft -0.48 at 16 ft -2.241 at 16 ft Axial Force (k) y Shear Force (k) 0.025 at Oft 2.957 at 8 ft ______ ,. ____ _ 0 at Oft • -8.964 at 8 ft Torsion (k-ft) z-z Moment (k-ft) 0.005 at Oft 1 5.098 at 8 ft ---,•--- ___ ,. -0.112at16 ft -15.098 at 8 ft Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) RISA-3O Version 22 Gov. LC 12 12 12 12 12 12 12 Required 0.217k Ok 8.964 k-ft 0 k-ft 2.241 k Ok [ Entry Canopy_ V3 .r3d) ' z Deflection (in) z Shear Force (k) • -0.655 at 8 ft y-y Moment (k-ft) 2.672 at 8 ft • •-----2.672 at 8 ft Bending Weak Stress (ksi) Available 118.443 k 11.987 k 22.22 k-ft 7.361 k-ft 56.229 k 10.02 k Unity Check 0.04 0 Result PASS PASS Page 19 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 22 12 12 0 k-ft [ Entry Canopy_V3.r3d] 8.741 k-ft 8/10/2024 8:29:06AM Checked By : ___ _ 0.404 0 PASS PASS Page 20 IIIRISA A NEMETSCHEK COMPANY '--1---~·z Material Properties Material: E (ksl): G (ksi): Nu: Shape Properties d (in): bt (in): t (in): Design Properties Lt, y-y (ft): Lt, Z·Z (ft): lcomp top! lcomp bot (ft): Ltorque (ft): N17 RISA-3D Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M 13 8/10/2024 8:29:07 AM Checked By : ___ _ Load Combination: Envelope Code check: 0.087 (LC 12) AS00 Gr.B RECT 29000 11154 0.3 8 2 0.233 5 5 Lbyy 5 5 z Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: HSS8X2X4 Beam 5 Hot Rolled Steel Typical 99 AISC 15th (360-16): ASD Therm. Coeff. (/1 ES 0.65 F): Density (k/ft3): 0.527 Fy (ksi): 4 lyy (in ): lu(in\ Area (ln2): ysway: zsway: Function: 46 1.4 2.94 28.5 4.3 No No Lateral M13 [ Entry Canopy_ V3.r3d ) I Node: J Node: I Release: J Release: I Offset: J Offset: T/COnly: Fu (ksi): J (In\ Seismic DR: Max Defl Ratio: N17 NS BenPIN BenPIN N/A N/A Both Way 58 1.3 9.36 None l/10000 Max Defl Location: 0 Span: N/A 'fb: NS Page 21 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 /\ NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: 0.103 at Oft y Deflection (in) 9.215e-05 at Oft 0.249 at Oft r------. -0.343 at 5 ft -0.249 at 5 ft +--,.-~-,.-~-,.-~-.--~~~ Axial Force (k) 0.727 at Oft -0.121 at Oft Torsion (k-ft) 2.143e-05 at O ft -0.08 at 5 ft Axial Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) RISA-3O Version 22 y Shear Force (k) 0.059 at 2.5 ft • • -0.311 at 2.5 ft z-z Moment (k-ft) ---·· -0.524 at 2.5 ft Bending Strong Stress (ksi) Gov. LC 14 12 14 14 14 12 12 Required 0.094 k Ok 0.135 k-ft 0.064 k-ft 4.889 k 0.827 k [ Entry Canopy_ V3.r3d ] 0.892 at Oft 8/10/2024 8:29:0BAM Checked By : ___ _ -5.92e-04 at 5 ft z Deflection (in) z Shear Force (k) • -0.064 at 2.5 ft y-y Moment (k-ft) 0.261 at 2.5 ft ---• •----0.261 at 2.5 ft Bending Weak Stress (ksi) Available 118.443 k 83.117 k 22.22 k-ft 7.361 k-ft 56.229 k 10.02 k Unity Check 0.087 0.083 Result PASS PASS Page 22 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 22 14 14 0.212 k-ft ( Entry Canopy_V3.r3d] 8.741 k-ft 8/10/2024 8:29:0BAM Checked By : ____ _ 0.015 0.024 PASS PASS Page 23 IIIRISA A NEMETSCHEK COMPANY z '-+---- Material Properties Material: E (ksi): G {ksi): Nu: Shape Properties d (in): bt (in): t (in): Design Properties Li, y-y (ft): Li, z-z (ft): lcomp top: lcomp bot (ft): Ltorque (ft): N18 RISA-3D Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M14 8/10/2024 8:29:09AM Checked By : ___ _ Load Combination: Envelope Code check: 0.087 (LC 12) AS00 Gr.B RECT 29000 111S4 0.3 8 2 0.233 5 5 Lbyy 5 5 z Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: HSS8X2X4 Beam 5 Hot Rolled Steel Typical 99 AISC 15th (360-16): ASD Therm. Coeff. (/1E5 0.65 F): 3 Density (k/ft ): 0.527 Fy (ksl): • lyy (in ): ln(in\ Area (in2): ysway: zsway: Function: 46 1.4 2.94 28.5 4.3 No No Lateral M14 [ Entry Canopy_V3.r3d) I Node: J Node: I Release: J Release: I Offset: J Offset T/COnly: Fu (ksl): J (In\ Seismic DR: Max Defl Ratio: N18 N9 BenPIN BenPIN N/A N/A Both Way 58 1.3 9.36 None L/10000 Max Defl Location: 0 Span: N/A N9 Page 24 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 I\ NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: 0.103 at Oft 9.215e-05 at Oft -0.34 at 5 ft Axial Force (k) _0.121at0ft : -0.727 at Oft l I I Torsion (k-ft) 2.143e-05 at O ft -0.079 at 5 ft Axial Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) RISA-3D Version 22 y Deflection (in) y Shear Force (k) 0.059 at 2.5 ft • • -0.311 at 2.5 ft z-z Moment (k-ft) 0.524 at 2.5 ft ---·•--- ---••----0.524 at 2.5 ft Bending Strong Stress (ksi) Gov. LC 14 12 14 14 14 12 12 Required 0.09 k Ok 0.135 k-ft 0.064 k-ft 4.889 k 0.827 k [ Entry Canopy_V3.r3d] 0.892 at Oft 8/10/2024 8:29:10AM Checked By : ___ _ -+---------------,, -8.555e-05 at 5 ft z Deflection (in) z Shear Force (k) • -0.064 at 2.5 ft y-y Moment (k-ft) 0.261 at 2.5 ft ---• •----0.261 at 2.5 ft Bending Weak Stress (ksi) Available 118.443 k 83.117 k 22.22 k-ft 7.361 k-ft 56.229 k 10.02 k Unity Check 0.087 0.083 Result PASS PASS Page 25 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Bending & Axial Interaction Check (UC Bending Max) Tor5ional Analysis RISA-3D Version 22 14 14 0.461 k-ft [ Entry Canopy_V3.r3d I 8.741 k-ft 8/10/2024 8:29:10AM Checked By : ___ _ 0.015 0.053 PASS PASS Page 26 IIIRISA A NEMETSCHEK COMPANY z '-I----- Material Properties Material: E (ksl): G (ksl): Nu: Shape Properties d (in): bt (in): t (in): Design Properties Lt, y-y (ft): Lbz-z (ft): I.comp top: lcomp bot (ft): Lto,que (ft): NS RISA-3D Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M7 8/10/2024 8:29:11 AM Checked By : ___ _ Load Combination: Envelope Code check: 0.341 (LC 16) AS00 Gr.B RECT 29000 11154 0.3 8 2 0.233 26 26 Lbyy 26 26 z Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: HSS8X2X4 Beam 26 Hot Rolled Steel Typical 99 AISC 15th (360-16): ASD Therm. Coeff. U1 ES 0.65 F): 3 Density (k/ft ): 0.527 Fy (ksi): 4 lyy (in ): lzz(in\ Area (in\ ysway: zsway: Function: 46 1.4 2.94 28.5 4.3 No No Lateral M7 [ Entry Canopy_ V3.r3d ) I Node: J Node: I Release: J Release: I Offset: J Offset: T/COnly: Fu (ksi): J (in\ Seismic DR: Max Defl Ratio: Max Defl Location: Span: NS N15 Fixed Fixed N/A N/A Both Way 58 1.3 9.36 None l/740 13 N15 Page 27 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: 0.205 at 10.61 ft ---•·--------- y Deflection (in) 1.33 at 21.22 ft ·-- • • -0.309 at 20.96 ft -1 .33 at 4.78 ft Axial Force (k) y Shear Force (k) ·--0.074 at 5.04 ft Torsion (k-ft) z-z Moment (k-ft) • -0.072 at 20.96 ft Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) RISA-3D Version 22 Gov. LC 16 15 16 16 16 15 15 Required Ok 0.103 k 5.363 k-ft 0.652 k-ft 0.368 k 0.385 k ( Entry Canopy_ V3.r3d ] 8/10/2024 8:29:12AM Checked By : ___ _ 0.901 at 26 ft ' ...l--------•------- • -0.003 at 13 ft z Deflection (in) .---0.385 at 21.22 ft z Shear Force (k) 1.604 at 21.22 ft • -0.367 at 4.78 ft y-y Moment (k-ft) 6.547 at 21.22 ft -6.54 7 at 21.22 ft Bending Weak Stress (ksi) Available 118.443 k 4.54 k 22.22 k-ft 7.361 k-ft 56.229 k 10.02 k Unity Check 0.007 0.038 • • Result PASS PASS Page 28 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 l'NEMETSCHEK COMPl'NV Model Name : Front Entry Canopy Bending & Axial lnteradlon Check (UC Bending Max) Torsional Analysis RISA-3O Version 22 16 16 0.074 k-ft [ Entry Canopy_ V3.r3d ] 8.741 k-ft 8/10/2024 8:29:12AM Checked By : ___ _ 0.341 0.009 PASS PASS Page 29 IIIRISA A NEMETSCHEK COMPANY z '-+---- Material Properties Material: E (ksi): G (ksl): Nu: Shape Properties d (In): bf (In): t (In): Design Properties Lt, y-y (ft): Lt, z-z (ft): lcomptop: lcomp bot (ft): Ltorqu• (ft): N6 RISA-3O Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M10 8/10/2024 8:29:13AM Checked By : ___ _ Load Combination: Envelope Code check: 0.184 (LC 12) AS00 Gr.B RECT 29000 11154 0.3 8 2 0.233 18 18 Lbyy 18 18 z Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: HSS8X2X4 Beam 18 Hot Rolled Steel Typical 99 AISC 15th (360-16): ASD Therm. Coeff. U1 ES 0.65 F): 3 Density (le/ft ): 0.527 Fy (ksi): Ry: .. lyy (In ): lzz(ln\ Area (in2): ysway: zsway: Function: 46 1.4 2.94 28.5 4.3 No No Lateral M10 [ Entry Canopy_ V3.r3d ] I Node: J Node: I Release: J Release: I Offset: J Offset: T/C Only: Fu (ksl): J (in\ Seismic DR: Max Defl Ratio: NG NS BenPIN BenPIN N/A N/A Both Way 58 1.3 9.36 None L/592 Max Defl location: 9 Span: NS Page 30 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: Axial Force (k) 0 at Oft -0.007 at O ft Torsion (k-ft) 0.067 at Oft ------------- -0.042 at 18 ft Axial Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) RISA-3D Version 22 0.123 at 9 ft ---·-------0.843 at 9 ft y Deflection (in) y Shear Force (k) 0.724 at 9 ft • • -4.086 at 9 ft z-z Moment (k-ft) Bending Strong Stress (ksi) Gov. LC 12 12 12 12 12 12 12 Required Ok 0.002 k 4.086 k-ft 0.0003917 k-ft 0.87 k 9.216e-5 k [ Entry Canopy_ V3.r3d ] 8/10/2024 8:29:13AM Checked By : ____ _ 5.224e-05 at 0 ft -1.483 at Oft z Deflection (in) 0.143 at 13.78 ft ·------- • -0.142 at 4.22 ft z Shear Force (k) 3.917e-04 at 4.41 ft ~--~/ -0.423 at 13.78 ft y-y Moment (k-ft) 1.728 at 13.78 ft • • -1.728 at 13.78 ft Bending Weak Stress (ksi) Available 118.443 k 9.472 k 22.22 k-ft 7.361 k-ft 56.229 k 10.02 k Unity Check 0.015 9.198e-6 Result PASS PASS Page 31 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Bending & Axial Interaction Check (UC Bending Max) Tol'5ional Analysis RISA-3O Version 22 12 12 0 k-ft [ Entry Canopy_V3.r3d] 8.741 k-ft 8/10/2024 8:29:13AM Checked By : ___ _ 0.184 0 PASS PASS Page 32 IIIRISA "NEMITSCHEK COMP,..NY Material Properties Material: E (ksi): G (ksi): Nu: Shape Properties d (in): bt (in): t (in): Design Properties l.oy-y (ft): Lo z-z (ft): lcomptop: I.comp bot (ft): Ltorqu• (ft): N16 RISA-3D Version 22 Company : CSE Designer : PAC Job Number : PC23004 Model Name : Front Entry Canopy Detail Report: M9 8/10/2024 8:29:15AM Checked By : ___ _ Load Combination: Envelope Code check: 0.334 (LC 14) AS00 Gr.B RECT 29000 11154 0.3 8 2 0.233 26 26 Lbyy 26 26 z Input Data Shape: Member Type: Length (ft): Material Type: Design Rule: Internal Sections: Design Code: HSS8X2X4 Beam 26 Hot Rolled Steel Typical 99 AISC 15t.h (360-16): ASD Therm. Coeff. U1 ES 0.65 F): 3 Density (k/ft ): 0.527 Fy (ksi): .. lyy (in ): lzz(ln\ Area (in\ ysway: zsway: Function: 46 1.4 2.94 28.5 4.3 No No Lateral M9 [ Entry Canopy_ V3.r3d ] I Node: J Node: I Release: J Release: I Offset: J Offset: T/C Only: Fu (ksl): J (in\ Seismic DR: Max Defl Ratio: Max Defl Location: Span: N16 NG Fixed Fixed N/A N/A Both Way 58 1.3 9.36 None L/740 13 N6 Page 33 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 A NEMETSCHEK COMPANY Model Name : Front Entry Canopy Diagrams: 0.061 at Oft • -0.508 at 26 ft y Deflection (in) 0.352 at 20.96 ft 1.33 at 21.22 ft --------· ·-- • Axial Force (k) O.D75 at 5.04 ft •..c..;..;;.-"-'--'--'---'-'-..;,.:._---~ Torsion (k-ft) 0.082 at 20.96 ft --------· Axial Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) RISA-3D Version 22 -1.33 at 4.78 ft y Shear Force (k) • -2.427 at 5.04 ft z-z Moment (k-ft) 9.089 at 20.96 ft • • -9.089 at 20.96 ft Bending Strong Stress (ksi) Gov. LC 14 14 14 14 14 14 14 Required 0.014 k Ok 2.574 k-ft 1.606 k-ft 0.636 k 0.385 k [ Entry Canopy_ V3.r3d) • 8/10/2024 8:29:15AM Checked By : ___ _ 3.366e-04 at 13 ft z Deflection (In) 0.385 at 21.22 ft ·-- -0.283 at 4.78 ft z Shear Force (k) 0.383 at 20.96 ft • • -1.606 at 21.22 ft y-y Moment (k-ft) 6.556 at 21.22 ft • • -6.556 at 21.22 ft Bending Weak Stress (ksi) Available 118.443 k 4.54 k 22.22 k-ft 7.361 k-ft 56.229 k 10.02 k Unity Check 0.011 0.038 Result PASS PASS Page 34 IIIRISA Company : CSE Designer : PAC Job Number : PC23004 I< NEMETSCHEK COMPl<NV Model Name : Front Entry Canopy Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 22 14 14 0 k-ft [ Entry Canopy_V3.r3d] 8.741 k-ft 8/10/2024 8:29:15AM Checked By : ___ _ 0.334 0 PASS PASS Page 35 1825 Aston Ave Dempsey Renovation PC23004 2.3 CANOPY FOOTING © 2024 Carlson Structural Engineering, LLC. Project:_--_-_____________ Sheet No: __ Project No: PC2300# Cale. By: PAC Date: 8/11/24 Stability Check for Overturning and Sliding at Pad Footing for: <Column JD> AC/ 318-19 Axial, P DL 0.5 k Shear (ser), V 1.398 k Mom (ser), M 13.0 k-ft Surcharge 0 psf Ftg width §ft FtgA Ftg length, L ft Ftg S Ftg depth in Ftg Vol Axial DL Factor 0.90 Friction Factor 0.25 Passive Pressure 200 pcf Overturning: OTM 16 k-ft Soil PIA DL RM M/S Axial 0.5 X Ftg 7.5 19 3x Soil Surch 0.0 0 8.0 20 qo OTSF= 1.14 net qo ok Sliding: Reduction Friction 2.00 1.00 2.00 Passive 2.00 1.00 2.00 4.00 ---Sliding SF= 2.58 ok Soil Capacity • = 2000 psf Concrete, fc = 4000 psi Reinforcement, fy = 60000 psi 25 ft2 21 ft3 50 ft3 320 psf 758 psf 0.53 ft 1.58 ft Q.AIIO, .. ~ ~-----((,--W .... O,, 1.~a,lly.-l.Cl,lyry-.Mlij" __ , .. dq,y ,rtwl (SW. S,. S).UC.CM ...i OC1 ;,a.,,,._ • ..,...., ........ ~ ..ai . ..ir-.t...trlill l~~M11-ia11 p V _,,__. - l'MII.M"T'M~'IAi.Uft ~flOII ...... ----·----------..-. ... "' -..... ... u, - l)HI '"' ..,, - 8 ,,. -"' 2024 psf -50 pct x 2' = 1924 psf < 1,500 psf x 4/3 = 2,000 psf O, 1724 psf(w/o ftg wt) .. ~ Size, WxB s.o Area, ft"2 25.0 Footing Thickness, in. 24 Soil Bearing Capacity 2000 P, allowable, kips 43 Pu, a1lowable, p• 1.55 66 Column Size, in. 8 Effective Ftg, d, in. 20 Soils Pressure, ksf 2.6 Shear: Punching shear, kips 52 Vu, allowable, kips 425 Node Reactions VuOK LC Node Label Xfkl Y fkl Zfkl MX fk-ftl MYfk-ftl MZfk-ftl Beam shear, kips 1.3 11 10 N1 -0.773 1.2A1 -1.32!1 -17.643 0 4.494 2 10 N2 -0.034 1.931 -1.326 -12.664 0 2.581 Vu, allowable, kips 22.8 3 10 N3 -0.516 0.662 -1.396 -12.924 0 3."72 Vu OK 4 10 N4 -0.294 1.311 -1 'IQR _1., nuu 0 3.51 5 10 Totals· -1 617 5.185 -".45 Bending: 6 10 ' COG/ft\: X:9 Y: 12.807 Z: 13 Mu, ft-kips 6.2 '-Controlling Load Combo Ku,psi 17 p 0.0003 As, in"2 0.46 Number of Rebars 6 Rebar size #5 As, actual, in.112 1.86 AsOK 03 ACI 318-14 Concrete Pad Footing Overturning and Sliding: Overturn, Sliding 1825 Aston Ave Dempsey Renovation PC23004 2.4 CANOPY BASE CONNECTION © 2024 Carlson Structural Engineering, LLC. SIMPSON Strong-Tie • Anchor Designer™ for Concrete Software Version 3.3.2404.1 1,Pcolect Information Project description: Location: Fastening description: 2, Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch}: 0.750 Effective Embedment depth, her (inch): 16.000 Anchor category: - Anchor ductility: Yes hm1n (inch): 17 .50 Cm1n (inch): 4.50 Sm1n (inch): 4.50 Recommended Anchor Company: CSE Engineer: PAC Project: 1825 Aston Ave Dempsey Canopv Address: Phone: E-mail: Comment: Base Materlal Concrete: Normal-weight Concrete thickness, h (Inch): 24.00 State: Cracked Compressive strength, fe (psi): 4000 4'e.v: 1.0 I Date: l 2/22/2023 I Page: I 1rr Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: Yes Base Plate Length x Width x Thickness (inch}: 14.00 x 12.00 x 1.50 Yield stress: 50000 psi Profile type/size: 8X6X1/2 Anchor Name: Heavy Hex Bolt -3/4"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Posltas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Load and Geometry Anchor Designer™ for Concrete Software Version 3.3.2404.1 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 .10.5.3 (d) is satisfied Ductility section for shear: 17.10.6.3 (c) is satisfied Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N.,. [lb): 0 Vuax [lb]: 1015 Vuov [lb]: 2035 Mux [ft-lb]: 19000 Muy [ft-lb]: 7250 Muz lft-lbl: 0 <Figure 1> Companv: Engineer: Project: Address: Phone: E-mail: Oft-lb :0 X Controlling Load Combo Node React LC Node Label y k 1 N1 1.89 2 17 N2 -0.067 2.88 3 17 N3 -0.789 1.004 4 17 N4 -0.442 1.989 5 17 Totals: -2.455 7.764 6 17 COG (ft): X:9 Y: 12.787 CSE I Date: I 2122/2023 PAC I Page: I 2ll 1825 Aston Ave Dempsey Canopy 20351b MY k-ft 0 0 3.98 0 5.462 0 5.316 -7.785 Z: 13 SIMPSON Strong-Tie e <Figure 2> Anchor Designer™ for Concrete Software Version 3.3.2404.1 a. B111.11Uog Aos.bsu E2cs.H Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Shear load x, Nua (lb) 1 0.0 2 10192.7 3 13733.3 4 498.5 Sum 24424.5 Maximum concrete compression strain (o/oo): 0.49 Maximum concrete compression stress (psi): 2133 Resultant tension force (lb): 24425 Resultant compression force (lb): 24425 Vuax (lb) 253.8 253.8 253.8 253.8 1015.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 2.82 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.92 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 CSE I Date: I 2122/2023 PAC l Page: l 317 1825 Aston Ave Dempsey Canopy Shear load y, Shear load combined, Vuay{lb) ✓(Vuax)2+(Vuay)2 (lb) 508.8 568.5 508.8 568.5 508.8 568.5 508.8 568.5 2035.0 2274.1 <Figure 3> 0 4 0 3 + 0 1 0 2 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company: CSE l Date: I 2/22/2023 Engineer: PAC I Page: I 4/7 SIMPSON Strong-Tie Anchor Designer™ for Concrete Software Version 3.3.2404.1 Project: 1825 Aston Ave Dempsey Canopy Address: Phone: E-mail: 4, Staal Strength ot Anchor In Tension tsec. 11,6.11 N .. (lb) ¢ ;Nsa (lb) 19370 0.75 14528 5, Concrete Breakout Strength of Anchor In Tension tsec. 17,6.21 Nb= 16k✓fch.r'3 (Eq. 17.6.2.2.1) i . fc (psi) h,i (in) 1.00 4000 16.000 102806 0.75¢Nc1,g =0.75¢ (ANcl ANco) 'Pac,N'Pa<J,N'Pc,N'Pcp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) ANco (in2) Ce.min (in) 'Pec,N 'Pa<J,N 'Pc,N 'Pcp,N 2910.00 2304.00 18.00 0.862 0.925 1.00 1.000 6, PuUout strength of Anchor la Tension (Sec. 17,6,31 0.75¢N,,,, = 0.75¢'Pc,PNp = 0.75¢'f'c,PBAtxvfc (Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2a) 'Pc,P Atxv (in2) f c (psi) ¢ 0.75¢N,,,, (lb) 1.0 0.91 4000 0.70 15305 102806 0.70 54342 (2) #4 Anchor Reinforcing: 0.9 x 60 ksi x 0.40 in2 = 21 .6k > N .. OK Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtle.com SIMPSON Company: CSE Engineer: PAC Strong-Tie Anchor Designer™ for Concrete Software Version 3.3.2404.1 Project: 1825 Aston Ave Dempsev Canopv Address: Phone: E-mail: s, steel Strength of Anchor In Shear 1sec, 17.7.1 > V .. (lb) ;_,. ; ;_,.;v .. (lb) 11625 0.8 0.65 6045 9, Concrete Breakout Strength of Anchor In Shear 1sec, 17,7.2) Shear perpendicular to edge In y-dlrectlon: Vby = minl7(/./ do)0•2✓d.k.✓feCal 1•5; 9l.✓feC011•5I (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1 b) le (in) de (in) k, f e (psi) c.1 (in) Vbr (lb) 6.00 0.750 1.00 4000 17.17 40486 ;vcbgy = ; (Ave/ Avco) 'f'oc.v'f'od.v'f'e.v'f'h.VVby (Sec. 17.5.1.2 & Eq. 17.7.2.1 b) Ave (ln2) Avco (in2) 'f'ec,V 'f'od,V 'f'e,v 1500.00 1326.13 1.000 1.000 1.000 1.036 Shear perpendicular to edge In x-dlrectlon: Vbx = minl7(/,/de)0•2✓d.A,✓feCa11•5; 9l.✓rce.i1.5I (Eq. 17.7.2.2.1a & Eq.17.7.2.2.1b) /, (in) de (in) k, f e (psi) Cal (in) Vbx (lb) 6.00 0.750 1.00 4000 36.75 126811 ;vcbgx = ¢(Ave/ Avco)'f'oc,V'f'od,v'f'e,v'f'h,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1b) Ave (in2) Avco (ln2) 'Poc,v 'Pod,V 'Pe,v 1971.00 6077.53 1.000 0.798 1.000 1.516 Shear parallel to edge In y-dlrection: Vbx = minl7(1.lde)°-2✓d.l.✓feCe115; 9l.✓rce.11•5I (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) '• (in) da (in) k, f e (psi) Ce1 (in) Vbx (lb) 6.00 0.750 1.00 4000 17.17 40486 ¢Vc1,gy =; (2)(Avcl Avco)'f'ec,v'f'od,v'f'e,v'Ph,VVbx (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1b) Ave (in2) Avco (in2) 'Poc,V 'f'od,V 'f'c, V 'Ph,V 1500.00 1326.13 1.000 1.000 1.000 1.036 Shear parallel to edge In x-direction: Vby = minl7(/e/da)°-2✓d.l.✓feCa11•5; 9l.✓feCa1'-5I (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) ,. (in) de (in) k, f e (psi) Cal (in) Vby (lb) 6.00 0.750 1.00 4000 25.75 74377 ;v.,,.,, = ¢ (2)(Avcl Avco) 'f'ec.V'f'od.v'Pe,v'Ph.VVby (Sec. 17.5.1.2, 17.7.2.1 (c) & Eq. 17.7.2.1 b) Ave (ln2) Avco (in2) 'Poc,V 'Pod,V 'f'e, V 'Ph.V 1575.00 2983.78 1.000 1.000 1.000 1.269 10, Concrete Pcvout Strength of Anchor In Shear 1sec, 17,7,3) ;vcp,J = ¢/<cpNei,g = ¢kcp(A11c/ A 11co)'f'ec,N'Pod.N'f'e,N'Pcp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp A 11c (in2) A11co (in2) 'Pec,N 'Pod.N 'f'e.N 'Pcp,N 2.0 3009.00 2304.00 1.000 0.925 1.000 1.000 11, Results Interaction of Jensne and Shear forces {Sec, 17,8) Tension Factored Load, Nua (lb) Design Strength, 0Nn (lb) Ratio Steel 13733 14528 0.95 Vby (lb) 40486 0.70 V1,x (lb) 126811 0.70 Vbx (lb) ; 40486 0.70 Vby (lb) ; 74377 0.70 102806 I Date: I 2122/2023 I Page: I 5/7 ;vcbgy (lb) 33204 ;vcbQx (lb) 34815 ;vcbgy (lb) 66408 ¢VcbQx (lb) 69728 ¢Vcp,J (lb) 0.70 173871 Status Pass (Governs) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie qp Concrete breakout Pullout Shear Steel Anchor Designer™ for Concrete Software Version 3.3.2404.1 24425 13733 Factored Load, V.,. (lb) 569 T Concrete breakout y+ 2035 T Concrete breakout x+ 1015 II Concrete breakout y+ 508 II Concrete breakout x+ 1018 Concrete breakout, combined Pryout 2274 Interaction check Nual¢Nn v,,.;;v. Sec. 17.8.1 0.95 0.00 Company: CSE Engineer: PAC Project: 1825 Aston Ave Dempsey Canopy Address: Phone: E-mail: 54342 0.45 15305 0.90 Design Strength, eVn (lb) Ratio 6045 0.09 33204 0.06 34815 0.03 66408 0.01 69728 0.01 0.07 173871 0.01 Combined Ratio Permissible 94.5% 1.0 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 16.000 Inch meets the selected design criteria. I Date: I 2/22/2023 I Page: l 6/7 Pass Pass Status Pass (Governs) Pass Pass Pass Pass Pass Pass Status Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtle.com SIMPSON Strong;-Tie Anchor Designer™ for Concrete Software Version 3.3.2404.1 Base Plate Thickness Required base plate thickness: 0.867 inch Steel Maximum stress Calculated plate thickness Stress distribution Company: Engineer: Project: Address: Phone: E-mail: 50000 psi 45002 psi 0.867 Inch CSE PAC 1825 Aston Ave Dempsey Canopy 45002 psi l Date: I 2/22/2023 I Page: 1717 33751 psi Nu (lb) ; ;N,. (lb) 19370 0.75 14528 T ductleAB'a = T p1X 1.2 (N.Jq,N .. )= 0.867" X 1.2 X 19,370/14,528 = 1.3! Use T p1 = 1-112" (A/SC 341 D2.6) 22501 psi 11250 psi 0 psi For ACI and CSA design methods, maximum base plate stress is limited to 0.9 times yield stress. For ETAG design method, maximum base plate stress Is limited to yield stress divide by 1.5. Plate stress is derived using Von Mises theory. F.,, 6Af: FD 6M: a.,, =-,-+-,-1-(@bottom)or <7u =-,---,-2-(@ top) _!iz. 6M,, _3:i 6M,.., a,., -1 + 12 (@bottom) or a,, -1 -11 (@ top) F. 6M F 6M <7 111 = .:.3t. + T (@bottom) or a >¥ = .:.:z.. -T (@ top) t t f t <7,a = v., r V U,:-7 12. Warnings (s, -s2)2 +(s, -sl)2 +(s2 -sl)2 2 -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 exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com