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HomeMy WebLinkAbout1825 ASTON AVE; ; CBC2023-0402; PermitBuilding Permit Finaled (city of Carlsbad Commercial Permit Print Date: 09/25/2025 Job Address: 1825 ASTON AVE, Permit Type: BLDG-Commercial Parcel#: 2121201200 Valuation: $1,044,494.44 Occupancy Group: B/A-3/S-1 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2022 Sprinkled: Yes Project Title: CARLSBAD, CA 92008-7341 Work Class: Track#: Lot#: Project#: Plan#: Tenant Improvement Construction Type : III-B Orig. Plan Check#: Plan Check#: Permit No: Status: CBC2023-0402 Closed -Finaled Applied: 12/14/2023 Issued: 03/14/2024 Finaled Close Out: 04/30/2025 Final Inspection: 11/07/2024 INSPECTOR: Ontiveros, Linda Cheung, Nathaniel Kersch, Tim Consultant, Landscape Salcedo, Felix Renfro, Chris Description: DEMPSEY CONSTRUCTION : 18,121 SF Tl (15,653 SF OFFICE// 2,468 SF WAREHOUSE) 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 COMM/IND Tl -STRUCTURAL FIRE Plan Review (per hr -Regular Office Hours) PUBLIC FACILITIES FEES -inside CFO SB1473 -GREEN BUILDING STATE STANDARDS FEE SEWER BENEFIT AREA FEES -F SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION -COMMERCIAL (SMIP) TRAFFIC IMPACT Commercial-Industrial w/in CFO Total Fees: $48,552.07 Total Payments To Date: $48,552.07 Contractor: DEMPSEY CONSTRUCTION INC 1835 ASTON AVE CARLSBAD, CA 92008-7310 (760) 918-6900 Balance Due: AMOUNT $1,861.77 $197.00 $104.00 $20.00 $2,864.26 $467.50 $14,007.94 $42.00 $18,463.06 $4,832.08 $292.46 $5,400.00 $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 CheckCe£2023-()LJl)2.. Est. Value ql, I, 0 l:J{--f .f::/t1~ .. '-i Y , I PC Deposit Date /')/ IY /Z3 r l Suite: APN: 212-120-13 ----- Lot#: 64, Traci No. 85-24 Year Built: 1993 ---------- Year Built: 1993 ---Occupancy: 8 'A31 s1 Construction Type: TYP 111-8 Fire sprinklers@r'ESQNO A/C:0YESQNo BRIEF DESCRIPTION OF WORK: Second-generation tenant improvement for one tenant on an entire floor of an existing one story building. D Addition/New: ____________ New SF and Use, __________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ [{]Tenant Improvement: _1_8,_01_5 ___ SF, Existing Use: _1_8,_48_5 _____ Proposed Use: _1_8,4_8_5 ____ _ _____ SF, Existing Use: Proposed Use: ______ _ D Pool/Spa:. _____ SF Additional Gas or Electrical Features? ____________ _ D Solar: ___ KW, ___ Modules, Mounted: 0Roof 0Ground D Re roof: ______________________________________ _ [{] Plumbing/Mechanical/Electrical Upgraded infrastructure for new Tl. Oother: ______________________________ _ 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· ALalifi@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 __ .Zip: 92008 Phone: 858-523-9836 Phone: 760-918-6900 Ema i I: mcdonald@idstudiosinc.com Ema i I: ALatifi@dempseyconstruction.com Architect State License: _c_-3_04_0_3 __________ CSLB License #:_9_45_4_67 ______ Class:_8 ______ _ Carlsbad Business License# (Required):_8_LN_R_1_37_4_92 ____ _ APPLICANT CERT/FICA TION: 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 al I City ordinances and State laws relating to building construction. NAME (PRINT): Armin Latifi SIGN: ~ ~~ DATE: 1210812023 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 Tl:IIS 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: I herebyaf firm under penal tyof perjury that I am licensed underprovisionsof Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm 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 th·e work which this permit is issued. Policy No. ____________________________________ _ -OR-(!]1 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: Insurance Company Name: _N_•"_00_•1 u_0_100_F1_••_10•_· c_0 ______________ _ Policy No. 013588226 Expiration Date: _09_10_112_02_• ____________ _ -OR- Ocertificate 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's Address: ___________________ _ CONTRACTOR CERT/FICA TION: 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): _A_rm_in_L_a_tif_i ____ SIGNATURE: ~ ~~ DATE: 121812023 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: D 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. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D1, 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-□1 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.leginfo.ca.gov/ ca/aw.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 (CBC2023-0402) Pe rmit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed -Finaled Application Date : 12/14/2023 Owner: DCI ASTON AVENUE LLC Issue Date: 03/14/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Expiration Date: 04/21/2025 IVR Number: 53825 Address : 1825 ASTON AVE CARLSBAD, CA 92008-7341 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Thursday, September 25, 2025 NOTES Created By Paula Cross Status TEXT PROJECT: Dempsey Construction 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 The following Construction Element failed inspection. The permit card was not signed. All correction items listed below must be completed prior to release for permanent Occupancy. 1825 Aston Avenue - CBC2023-0402 Created Date 11/14/2024 Page 5 of 5 PERMIT INSPECTION HISTORY for (CBC2023-0402) Permit Type: BLDG-Commercial Application Date: 12/14/2023 Owner: DCI ASTON AVENUE LLC Work Class: Tenant Improvement Issue Date: 03/14/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 04/21/2025 Address: 1825 ASTON AVE IVR Number: 53825 CARLSBAD, CA 92008-7341 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Linda Ontiveros FOR TDM REQUIREMENTS 01/05/2024 11/05/2024 11/05/2024 BLDG-Final Inspection 266890-2024 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final Yes 11/06/2024 11/06/2024 BLDG-Fire Final 266942-2024 Passed Felix Salcedo Complete Checklist Item COMMENTS Passed FIRE-Building Final Waiting for DGA approval Yes 11/07/2024 11/07/2024 BLDG-Final Inspection 267252-2024 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 11/14/2024 11/14/2024 BLDG-Planning Final 268061-2024 Scheduled Landscape Incomplete Consultant Checklist Item COMMENTS Passed BLDG-Building Deficiency No Thursday, September 25, 2025 Page 4 of 5 PERMIT INSPECTION HISTORY for (CBC2023-0402) Permit Type: BLDG-Commercial Application Date: 12/14/2023 Owner: DCI ASTON AVENUE LLC Work Class: Tenant Improvement Issue Date: 03/14/2024 Subdivis ion: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 04/21/2025 Address: 1825 ASTON AVE IVR Number: 53825 CARLSBAD, CA 92008-7341 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 08/06/2024 08/06/2024 BLDG-16 Insulation 257019-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/08/2024 08/08/2024 BLDG-17 Interior 257311-2024 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/20/2024 09/20/2024 BLDG-34 Rough 261600-2024 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-44 261598-2024 Passed Tim Kersch Complete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-85 T-Bar, Ceiling 261599-2024 Passed Tim Kersch Complete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 10/23/2024 10/23/2024 BLDG-25 Water 265388-2024 Passed Tim Kersch Complete HeaterNents Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Fire Final 265665-2024 Failed Nathaniel Cheung Reinspection Incomplete Checklist Item COMMENTS Passed FIRE-Building Final Waiting for DGA approval No 10/24/2024 10/24/2024 BLDG-LOE Final 235840-2024 Passed Linda Ontiveros Complete Checklist Item COMMENTS Passed BLDG-LOE Final TOM INFRASTRUCTURE VERIFIED. Yes Thursday, September 25, 2025 Page 3 of 5 PERMIT INSPECTION HISTORY for (CBC2023-0402) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 12/14/2023 Owner: DCI ASTON AVENUE LLC Issue Date: 03/14/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Scheduled Date 07/22/2024 07/29/2024 07/31/2024 Closed -Finaled Expiration Date: 04/21/2025 Address: 1825 ASTON AVE CARLSBAD, CA 92008-7341 IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item 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? COMMENTS 07/22/2024 BLDG-14 255446-2024 Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS 53825 Inspection Status Primary Inspector Partial Pass Chris Renfro BLDG-Building Deficiency Partial pass, rough ok drywall one side 07/29/2024 BLDG-24 Rough/Topout 256104-2024 Checklist Item COMMENTS BLDG-Building Deficiency 07/31/2024 BLDG-34 Rough Electrical 256500-2024 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-SW-Inspection Checklist Item 256560-2024 COMMENTS 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? Passed Tim Kersch Passed Tim Kersch Passed Tim Kersch Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Reinspection Incomplete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Yes Yes Yes Yes Yes Yes Thursday, September 25, 2025 Page 2 of 5 Building Permit Inspection History Finaled ( City of Carlsbad PERMIT INSPECTION HISTORY for (CBC2023-0402) Permit Type: BLDG-Commercial Application Date: 12/14/2023 Owner: DCI ASTON AVENUE LLC Work Class: Tenant Improvement Issue Date: 03/14/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 04/21/2025 Address: 1825 ASTON AVE IVR Number: 53825 CARLSBAD, CA 92008-7341 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 05/01/2024 05/01/2024 BLDG-14 246938-2024 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 246939-2024 Passed Tim Kersch Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG -Building Deficiency Yes 05/07/2024 05/07/2024 BLDG-31 247517-2024 Passed Tim Kersch Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/27/2024 06/26/2024 BLDG-12 Steel/Bond 253033-2024 Passed Tim Kersch Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/12/2024 07/12/2024 BLDG-44 254587 -2024 Partial Pass Tim Kersch Reinspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 254737-2024 Passed Tim Kersch Complete Thursday, September 25, 2025 Page 1 of 5 CSE November 2, 2024 City of Carlsbad Building Official Inspection Se1vices, Planning and Development Review 1635 Faraday Avenue Carlsbad, CA 92008 Subject: Review of Structural Special Inspection Reports for Dempsey Office Building 1825 Aston Ave (CBC2023-0402) & Front)1 Entry Constmction Change (CBC2024-009) Carlsbad, CA PC23004 Dear Building Official: Carlson Structural Engineering, LLC ("CSE") has reviewed the following structural inspection reports: • 13 Daily Inspection Reports by Ghostrider Inspection Inc. dated 05/21/2024 through 10/22/2024 • Final Inspection Report by Ghostrider Inspection Inc. dated l 0/31/2024 (Building+ Exterior Deck) • Final Inspection Report by Ghostrider Inspection Inc. dated 10/31/2024 (Franty Entry Construction Change) Upon review of the structural inspection reports I isted above, the construction appears to be in general conformance with approved structural drawings and CSE takes no exception the testing and inspections performed. Best regards, Carlson Strnch.tral Engineering, LLC. Peter Carlson, SE Principal Page 1 of 1 C_cityof Carlsbad Ca li fornia Special Inspection Agency/ Construction Materials Testing Laboratory Final Report City of Carlsbad, Inspection Services Division Planning & Development Review 1635 Faraday Ave. Carlsbad, CA 92008 DATE: 10/31/2024 TO: Bulldihg Ottldal, City of Carlsbad Inspection Services, Planning and Development Re11iew 1635 Faraday Ave. 'l.:.: Carlsbad, CA 92008 SUBJECT: Satisfactory completion of work requiring Special Inspection and Construction sting PERMIT NUMBER: CBC2023-0402 , PROJECT ADDRESS: 1825 Aston Avenue, Carlsbad, Ca. 92008 SPECIAL INSPECTION SERVICES WERE PROVIDED BY: I ' ' \ ' f • I I SPECIAL INSPECTION AGENCY: Ghostrid.er lnspe,ctlon .1,:ic: ' • . , ADDRESS: 13223 Black Mountain Road #154 ·san Diego, Ca 92129 . SPECIAL INSPECTOR'S NAME:. 1aylor Whit • • • • ' r (Each special inspector is req~ireq fo complete and submit this Final Repo~f.~orm) ' \ / •. ' SPECIAL INSPECTOR'S SERTIFIG~TIO~ NUMBER: San Diego ft 1287 ·EXPIRATION DATE: 12/2025 . ,t \ CONSTRUCTION MAT~RIALSTESTING,WAS PERFORMED BY: :1 ',•, , • ', i .·(., . :l .J · ._, .• \ TESTING LABORATO~Y/.A,GENCY:. 0 N/A'. • , ', I ' I I I ' \ :, ' ADDRESS: N/ A I .-I ' . ' . . , I 11' • , ' ' ,' . I I , , , I . RESPONSIBLE MANJ G~N.~ C/Vl~:ENGl~EE~ ~F,T~E'i;Es'.ING LABO_RAT~R~':.l N/f .• ·, , : . : J STATE OF CALIFOR~IA,R~GISTRfTI01N NUM~ER: N/A ,." , EXPIRAT~9IN Dfj_f-: N/A I .' ', \ . I 't ' ' ' ' . . ' . • . I ,I ' I . I COMMENTS: Completed All S~ecial Inspections on Project Including: Soll Compaction of Footings, Rel~forced Concrete. Concretk M'aterials testing, Epoxy Doweling, Epoxy AIJ,.-fhreaiJ, Post-lnstalled,Concrete Ahchors & • I ,· / ' ' ,· ' • 1 ', \ : 1 ' l Field We lding. • . , , , .. , ! • I I • · , • . ~ ·, ) , · / 1 / • l1 ' ' I • \ ... 'i ' ' ~ • • I t I 1 declare under penalty:9f perjury -~hat, to 'the best of, _my knowledge or as ~~ted abov'e, all the; 1ork requiring special inspection and,<o·r:r,n,aterial ,~ampling and testing for_ the s 1 truc~ure or/structµres consv·u ted under the subject permit is in confb mance with th~ appro'-(,ed, pla':)s ,and o~s:tru~tion.1docur,ents, the ·~pwoved Inspection and testing program and the 'applicable wor~~~nshlp p"rovis~ohs(pf the>C~lifo}nia Buildi.n'g Code as amended by CltyofCarlsb~~j,'.7, .: . ,; f , ; i ',' ' : '• \ , ,,-;}'' ·,\ Signature: 3/a~~-~V',0/Lc.--•. •. . slgn~tu're: 11 (i$ecial Inspector) ., \ ,. , •· (Responsible Managing Civil Engineer) I Executed on: 10/31/2024, Executed on: N/A This Is not a qovemment form. The State. County and City seals only $/qnfOes. tht! lnspt!ctlons or,: conducttd under Ftdl!ral, Statt, County and City Codes 12019 C.B,CJ. This document Is not use·d for advcrtlslna. marketlna or oromotions, This document Is used to con~v comolioncc with the Code, _ C_cityof Carlsbad Ca l i fornia Special Inspection Agency/ Construction Materials Testing Laboratory Final Report *9 City of Carlsbad, Inspection Services Division Plannlng & Development Review OlllOMUIUMIIC 1635 Faraday Ave. Carlsbad, CA 92008 DATE: 10/31/2024 TO: Building Official, City of Carlsbad Inspection Services, Planning and Development Review 1635 Faraday Ave. ) i ?:: Carlsbad, CA 92008 \ ~; IMH\\: , SUBJECT: Satisfactory completion of work requiring Special Inspection and Construction Mate s .Testmg PERMIT NUMBER: CBC2024-0009, Front Entry Constr.uction Change: P.REV2024-0158 PROJECT ADDRESS: 1825 Aston Avenue, Carlsbad, Ca. 92008, \ • •,. , •, ~-~ • • • '., t, ' SPECIAL INSPECTION SERVICES WERE PROYIDE~ av; . ,\ 1 I > ' • \ \ 1 • •. ., , . . , l .. ( ' • / ; . SPECIAL INSPECTION AGENCY: G~pstrider lns~·~ftl~~ ./r:ic: ' • \ ' I I ' : ,' I • ' • • • • I/ . I I • ADDRESS: 13223 Black Mountain Rb.ad #154 sa·n· Diego, Ca 92129 ' . , • /, • 1 SPECIAL INSPECTOR'S NAME: iraylor White ', • '' .' • I. { ( ·~ . / (Each special inspector) reqyire·~ fo.to'mplete and submit this Final Repo,rt;f.orm)' • ·' l 1 • , / l • ' ,/ ... I j 'i I ' I I ' ', / ! SPECIAL INSPECTOR'S c;/4Tl f,-91\tfl 0 ~~ NUMBER: San Diego# 1287 'i xPl~ATIQ,N 1~Air: 12/2025 , , / .' • ,1 \ I • \ " I ' ,',,• '· ','\ . I , I) CONSTRUCTION MAT~Rl,'.\LS 1ESTING WAS PERFORMED BY: ., , , • , I •. ,-. . 1 ,, , 1 I . ; ( ,' I ' . . ''. ,_.' ' . . I / • ' . . . , :~s;~~;/A~~;Arolilvt ~~Y,:Nf A , \ C , : ; , ·J:r .;: ·, . ,, • ,; \ , 1 i'. ::!~~~~,~~~;i:~;~!z:~~1~~\~~;~~~t~~~t(~k~;'"" LA•~;;;;1ttl,~;f ;,,,_ N/~ \ ·• • . ! ; \ ' I l \ ( . . , ... I·' • ' ·~· •• , ·' ' I . COMMENTS: Comp/;,/ied All S~e~ial Inspections on Project lnc/udfnq: Soll Compbftlo~,o(Fooiinqs, Rei~(orced Concfete, Concretk ~~teria/s~·'.e~tlhf, Ep~~~ Doweling & _Fle/d11el~~~-~-••· .... \ • 'i: ,~ _. 1 • • , • .• ' 1 / I declare unde~ peA~1{(~t pe~j4~y tf at~·r~ .. the be~t,of rl)X knbwl 8ge ~ ·a~·,1oted abov_~,''all th7 ~~A requiring special Inspection anc)/o,r ,matencJI ;sampling and tes~111g for the structure or,structur~s constru,cted under the subject permit is in cohfor'~~nce wl~h the approved pla,n~ p.n_d conrruc,tion d~t um~11ts, the app·rJfed inspection a~d testing program an~ the ;.a_pplicable ·~.orkma~s~ip Pt o~isl~rs i f .~h t Ca!ftb~n.1.~. •a·uildin,g ~od • as amended by :::::u::d~ ~~Q_:. : . :,; i • ·, ·~,~~·L~~: -• \\ '~·. . . ,-✓-// .:/~i:~;i. ¾ (?p°eclal Inspector) '· \ • \ \ ,' . I } l • (f\1:spoiisl~).e Managing Civil Engineer) 1/ Executed on: Hl/31/2024, ,. . • 1 ' \E~~c~t~'d\,ri: N/A · _ ... -- f This Is not a governmerit farm, The State, Countv and Cltv seals onlv s{qnlfies, the Inspections are conducted under Federal, State, Cauntv and <Iitv Codes 12019 c,s.c.J. This document Is not usel:f for-advertlslna, marketlna or oromotlons. This document Is used to convev comoliance with th~ Code. -- AADDUNO COASTAL l)jQINEEftlNO ~ ARDOLINO COASTAL ENGINEERING PO Box 1226, Cardiff by the Sea, CA 92007 brian@coast-en1.com I 760.334.1373 January 5, 2024 Engineering Department City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 ACE 23-54 RE: HYDROLOGY, HYDRAULICS, AND STORM WATER TREATMENT SIZING REPORT FOR 1825 & 1835 ASTON AVENUE, CARLSBAD, CA (APN: 212-120-12) The purpose of this letter is to address the hydrology and hydraulics of the improvements associated with the above-mentioned proposed development. HYDROLOGY The proposed development will consist of the installation of permeable paving parking stalls and landscaping. The project site is occupied by two existing structures, an asphalt parking lot, landscaping, and PCC flatwork. The construction of the permeable parking area requires Standard BMP treatment per the current SUSMP requirements. The proposed development proposes zero new and/ or replaced impervious areas. The proposed development will result in a decrease of impervious area of 1,450 SF. No increase in runoff is anticipated as a result. All drainage patterns will remain unaffected by the proposed improvements. Runoff will ultimately continue to be collected and conveyed to the northwesterly portion of the site. Runoff from the site drains is conveyed in an existing stormdrain system that discharges to Aston Street. This project is exempt from Hydromodification criteria. The proposed development will result in the reduction of impervious area from 78,573 SF to 77,123 SF. No stormwater detention will be required as part of this development. HYDRAULICS The development area has been designed to adequately convey and contain Q100 as they did prior to the proposed work. Based on the discussion in this letter it is the professional opinion of Ardolino Coastal Engineering that the existing drainage system on the corresponding Engineering Site Plan will function to adequately intercept, contain and convey flow from a 100 year storm to the appropriate points of discharge. Please call if you have any questions. Sincerely, ~nvOL--No. 71651 Brian Ardolino, RCE, QSD Principal. Transmittal Letter January 21, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Dempsey Construction. Address: 1825 Aston Ave, Carlsbad CA • ' :-... True North . .,..., / i COMPL IANCE SERVICES SECOND REVIEW City Petmit No: CBC2023-0402 Trne North No.: 23-018-1259 Trne 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. 1. Drawings: Electronic copy dated Januaty 1, 2024, by ID Studios. 2. Structural Calculations: Electronic copy dated January 5, 2024, by Carlson Structural Engineers. 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: See Notes Below Confitmed Confitmed Notes: Valuation was not provided. 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 ServicesJ Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 TI Dempsey Construction 1825 Aston Ave. January 21, 2024 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0402 Trne North No.: 23-018-1259 Page 2 Plan Review Comments HARD COPY -RESUBMITT AL 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 conected 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 depaitments 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.): B, A-3, S-1. 298 III-B Yes I 18,121 sq. ft. ARCHITECTURAL COMMENTS: No comments. TI Dempsey Construction 1825 Aston Ave. City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0402 Trne North No.: 23-018-1259 Page3 January 21, 2024 ACCESSIBILITY COMMENTS: PC2: The following comments generated on resubmittal: Parking spaces and access aisles shall be designed so that persons using them are not required to travel behind parking spaces other than to pass behind the parking space in which they parked. CBC JJB-502. 7.1. revise detail A/A0.5 to show compliance. 'NO MEP COMMENTS: No comments. GREEN BUILDING COMMENTS: G2. Climate Action Plan requirements apply to remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklists (city forms B-50) to be completed by the APPLICANT. https://www.carlsbadca.gov/home/showpubl isheddocument/68 78/63 822515 7825900000 a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will dete1mine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential constrnction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. PC2: Climate action plans were not provided, Please provide. Comment remains. ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: Plans: S2. Please revise the 3A/S501 reference at gridline 2.7. column is located at a tie beam not a SOG. PC2: Comment was not addressed, comment remains outstanding. TI Dempsey Construction 1825 Aston Ave. January 21, 2024 ~ .}.l'l;:;;:.'-+:::....:-= -----= ~IS' I !S',s __ ... ~+ I ~ ~ L ____ _ -rl r -----~ TYP (%,) '. City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0402 True North No.: 23-018-1259 Page 4 If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733 -8030. [END] Transmittal Letter December 19, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Dempsey Construction .. Address: 1825 Aston Ave, Carlsbad CA • ..., True North ·-/ l COMPLIANCE SERVIC ES FIRST REVIEW City Pennit No: CBC2023-0402 True North No.: 23-018-1259 True N01th 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. 1. Drawings: Electronic copy dated December 11, 2023, by ID Studios. 2. Structural Calculations: Electronic copy dated December 6, 2023, by Carlson Structural Engineers. 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: See Notes Below Confirmed Confirmed Notes: Valuation was not provided. 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. December 19, 2023 Plan Review Comments !HARD COPY -RESUBMITT AL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0402 True North No.: 23-018-1259 Page 2 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 c01Tected 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 Grnbb & Associates for continued Fire Prevention review. ELECTRONIC -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. Corrected sets can be submitted as follows: Email the revised plans and comment response letter(s) to building@carlsbadca.gov for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instrnctions 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 refeITed 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 inf01mation. 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. TI Dempsey Construction 1825 Aston Ave. December 19, 2023 OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): B, A-3, S-1. 298 III-B Yes 1 18,121 sq. ft. ARCHITECTURAL COMMENTS: Al. Revise cover sheet, address the following: a) Revise defened submittal list, address the following: i) Specify city of Carlsbad instead of San Diego. City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0402 True North No .: 23-018-1259 Page3 ii) Add the EV charging station to the list of defened submittals per sheet A0.5 keynotes 1. iii) Clarify the note "FOR STRUCTURAL DEFERRALS, REFER TO STRUCTURAL SHEETS" please list all deferred submittals on cover sheet. Deferred Submlttals I1is1.,-.C!ft:SlOC()l1tA.l~Wl\f°"Tkf'•o~1KA'vf.AI ,,o~ U~UVlf ... rCIFOi:CO!.thlA.'>Cf t .. "'ll l.!O.fil Ali'\JCAtU 51A.II A.'IDOrf ttGULA,r.oru .v«)f,W IHEFfO/lCI Al AW.IOUIW KW>,...tO'IWlr n,ioh . v.11,1111: COfU'J DCcnlOt10ln<£[l(J{ltf[01l['.•SUSrro "'lihn1 l/,\'l Ul,COlW'IOl!i-'!l/flfl•{Utl0IHAlftHOMll'ED,VU!l&'!CTOfll..1'Ul<.OUWWHC.\O.Sl".cf'05WWO I0n'f. IJ..Am;!. !.IJ!J.'Jl//,1, ,VCA/'ffCVAI. OfMA.•J>.'>£J/OICCA1CL'lA.lOH!. fOl l~OU 0lHtJf;)l1lMS lf,,'11'f,C1 nit Wl"H(O SVS.1,.'lllA.1 llf~S S,lfAll ~OT U 1•,i!Ntro Uhlll n-n, Of'5/Gf,I .._,,o Sl,ll>,t:U,l,I COC\.!11005 IV,Vf ttrl> AJi'-"0VSllllt£~1.(j.O"ftOAI._ b) Revise notes provided on cover sheet, specify city of Carlsbad instead of San Diego. I I Notes NQTICE IQ THEAPPLICANT/OWNER/QWNER'S AGENT/ARCHITECT QR ENGINEER Of R CONSTRUCTION DRAWING~STALL.ATION OF THE WORK SPEC WITH THE REOUIREMfNTS O ITY OF SAN DIEGO R SPEOAL INSPECIIONS. SIRUCH MATERIAL TESTING AND OFF-BUILDING COMPONENTS, CONTAI INSPECTIONS ANO, AS REQUIRED BY IHE CALIFORNIA CONSTRUCTION CODES. I NOTICE TO THE CQ~ITRACTOR/BUIL0ER/INSTALLER/SUB·CONTRACTQR/QWNER·BUlLD CONSTRUCTION DRAWINGS FOR CONSTRUCTION/INSTALLATION OF THE WORK SPEO AND ARE AWARE OF THE REQUIREMENTS CONTNNEO IN THE STATEMENT OF SPECIAL I WITH THE REQUIREMENTS OF CITY OF SAfl DIEGO FOR SPECIAL INSPECTIONS. STRUCTI MATERIAL TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAI INSPECTIONS AND. AS REQUIRED BY THE CALIFORNIA CONSTRUCTION CODES. I A2. The proposed work proposes increase in the B occupancy, and decrease in the S-1 occupancy. Provide updated allowable area analysis for the building per CBC 506.2 and 508.4. A3. Sheet A0.6, address the following: a) Regarding the means of egress system for this project: i) For warehouse, dimension the common path of egress travel from the most remote point to the egress door and verify it does not exceed the allowable distance specified in CBC Table 1006.2.1. TI Dempsey Construction 1825 Aston Ave. December 19, 2023 ,, J ····························:-;..···-, _____ , ___ J I ··.• e City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0402 Trne North No.: 23-018-1259 Page 4 ii) Identify all exits on the plans, including exit doors and exit access doors, and show the number of occupants using each exit door. b) Revise occupant loads calculations, specify the warehouse occupant load to be 500 gross instead of 3000 cper CBC 1004.5. I .. ·-.. .. 141 SHOWER • 73 150 1.0 142 WEllNESS • 63 150 1.0 1<3 SHOWER • 152 150 2JJ IH JAN. • " '"" 1.0 145 WAREHOUSE 5·1 ,.,~ 3000 l 1.0 1<6 BREAt:ROOM A-3 1.00 ~ m 67.0 147 BIZ HUB • 96 150 1.0 A4. Provide guards where mechanical units are within 10 feet of the roof edge, CBC 1015.6. AS. Roof mounted equipment must be screened and roof penetrations should be minimized. City Policy 80-6 ACCESSIBILITY COMMENTS: D1. CBC l lB-202.3 requires that accessibility be provided to the altered spaces. This accessibility shall include the requirements of CBC 1 lB-202.4, which entails: a primaiy entrance, a piimary path of travel, sanitary facilities serving the area, a diinking fountain, and signs. Please address the following: a) Show the accessible path of travel from the public way to the area of alteration. b) On the site plan, specify the accessible route to be 5% maximum running slope with 2% maximum cross slope per CBC 1 lB-403.3. c) Revise the site plan to provide detectable warning where the accessible route crosses or adjoins the vehicular path of travel per CBC 1 lB-247.1.2.5. Coordinate with detail A/A0.5. d) Per CPC 422, drinking fountains are required. Show the location and provide details for the drinking fountain serving this area (if provided) to verify that it meets the requirements of CBC 1 lB-211.1 and CBC l lB-602. D2. Revise sheet A0.5, detail A. specify the detectable warnings to be constructed as referenced on sheet A0.4. a) Provide the reference Carlsbad stander drawing. TI Dempsey Construction 1825 Aston Ave. December 19, 2023 OfllCt~.!l.l "IIM.!U,G ra on co, C>l'Ul>O un:0.uo 0t,1,·N-1GI. ~1.)) l:!'"N;tt.lOIDO'Cl'OO'>l1"1 ).••·oc. City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0402 True North No.: 23-018-1259 Page5 n:1CM1cet.c "-..rru·o,® 1-REFERENCE CITY OF CARLSBAD DRAWING SOM-I 17. Iii"' C'TA I I ~ A r"I b) Revise detail B/A0.5, specify the 80" mounting height to start from the lowest plate. 3/◄'HIG r-----VANAC ~~~ MOUNT "VANA< OTHER\.\ SLOPE I. D3. Revise sheet A0.6. address the following: a) In the waiting rooms, at least 5% of seating shall be wheelchair spaces complying with 1 lB-802.1. ! ' I : ~® I ~ ---·--,::1111 --i--- NO. 101 I .... L.· 11 waiti~ area 2:sF j ~I ·--~ l'jll ' Pm! PH Pl]1 ► l;l t\ b) Provide accessible dining surfaces in break room. per CBC 1 lB-226: i) Provide a tabulation of each type of dining surfaces. 5% of seats of the seating and standing spaces at the dining surfaces shall comply with CBC 1 lB-902. CBC 1 lB-226.1 . ii) Accessible dining surfaces shall be dispersed tlu-oughout the dining area. CBC 1 lB-226.2 iii) Provide clear floor space of 30" by 48" minimum positioned for forward approach in accordance with CBC 1 lB-305. See CBC Figure 1 lB-305.3 for illustration. iv) Specify tops of the dining surfaces to be 28" to 34" above the finish floor or ground. CBC 1 lB-902.3. v) Provide toe and knee clearance under the accessible dining surface in accordance with CBC 1 lB-306 and 1 lB-902.4.1. See CBC Figure 1 lB-306.3 for illustration. vi) Provide accessible counter where food or drinks are served and is over 34 inches high per CBC 1 lB-226.3. A portion of the main counter, 60-inches minimum in length, shall be mounted between 28" to 34" above the finish floor or ground. CBC 1 lB-902.3. vii) Provide an accessible route to the accessible dining surfaces. A 36-inch minimum clear aisle width for aisle serving one side and 44-inch minimum clear aisle width for aisle serving both sides. CBC 1 lB-206.2.5 & 1 lB-403.5.1 Exception 4. Tl Dempsey Construction 1825 Aston Ave. December 19, 2023 D4. Revise sheet A0.6, address the following: City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0402 True North No.: 23-018-1259 Page 6 a) Provide an 12" sttike clearance on the push side of Doors existing and 138C door. CBC Table 1 lB-404.2.4.1. b) Provide an 18" strike clearance on the pull side of Door 144, 134, 138 and 135. CBC Table llB- 404.2.4.1. z --l'J c._; ::::; " < ~ 2 6.1 r z l'J D5. For showers, address the following: a) Specify shower enclosures to be such that it shall not obstmct controls, faucets, and shower spray units or obstruct the transfer from wheelchairs onto the shower seats per CBC l lB-608.8. a) Water controls of a single lever design shall comply with CBC 11 B-608.5. Water controls shall be Mounted at 40 inches above the shower floor, with the centerline of the controls to be within a reach of 19 inches to 27 inches from the rear edge of the seat. i) The hose of the spray unit shall be at least 59 inches long that allows it be used as both a fixed shower head and as a hand-held shower head. ii) The shower spray unit shall have an on/off control with a non-positive shut-off. iii) If an adjustable-height shower head on a ve1tical bar is provided, the bar shall be installed so as not to obstruct the use of the grab bars. iv) The shower spray unit shall deliver water that is 120 degree Fahrenheit, maximum. v) Top of the mounting bracket shall be a maximum of 48 inches above the shower floor per CBC 1 lB-608.5. D6. Provide information for the existing egress doors within the area of work. Confirm the clear width of the doo1ways are 32" minimum per CBC 1 lB-404.2.3. A 3 ft wide door provides 32" clear width. TI Dempsey Construction 1825 Aston Ave. December 19, 2023 MECHANICAL COMMENTS: City of Carlsbad-FIRST REVIEW City Permit No .: CBC2023-0402 True North No.: 23-018-1259 Page 7 Ml. Revise mechanical plans, remove the "not for construction" note from plans. M2. Revise mechanical table provided on sheet M0.2, address the following : a) Provide listed duct type smoke detectors in the supply air ducts in every air-conditioning system with a capacity in excess of 2,000 cfm (Multiple units serving the same room, or having a common return air plenum or a common outside air duct are considered to be one system for the determination of the cfm). In lieu of duct type smoke detectors, complete coverage area detectors may be installed. (CMC 609). t.1'1::illNI,:; ZONE4 ZONE5 zfl --+--------<I-------+-- 1, OPEN OFF. 114, OPEN OFF. 151, 0 ~N WAREHOUSE 1 U __________ ,_ o----+-----t-- b) Table reference footnote 10, please provide footnote. XN048C00B2A 1 X ~0 I§) 0 4TON 5 M3 . Provide a duct support detail. CMC 603.7. M4. Please specify on the plans the requirements for proper condensate disposal, as per the requirements of Section 310 of the CMC and please specify the sizes of all condensate drains on the plans as per CMC Table 310.3. ELECTRICAL COMMENTS: El. Note on plans: Per city policy, wiring is not pe1mitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. TI Dempsey Construction 1825 Aston Ave. December 19, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0402 True North No.: 23-018-1259 Page8 E2. Remove all EV Charging station information from electrical plans as it is not part of this permit. E3 . Revise sheet E050, sheet references details that are not provided. Please provide or coordinate with provided plans for accurate details. •. SEE I.NI OS CAPE DRAWINGS FOR ADDmouALL y REOVIREUEUTS. 5 SEE SINGLE UNE OIAGRA\I ON SH~ COUOlKT NIO COtiDUC'IOR REOUIREMEtlTS. ~ 6. PROVIDE ~1~•m,1UM COVER REQUIREMENTS FOR NE'WUUOERGROUUO EXTERIOR CONDUIT RACEVIAY PER CEC TABLE 3005. 7. CONTRACTOR TO COORDl.'IATE ut-lOERGROU~I) ELECTRICAl l~lSTAllATiotlS WllH OTHER KllO'o\tl UTIUTIES FOR PROPER SEP/1.Rf\TIOU. 8. PRIOR TO ANY EXCAVATION. CONlRAClOR SHALL HAVE AU UNDERGROUND CABlEiCONDUITN/ATEA.WlE LOCAJflGCOMPANY SCA/l THE PROPOSED UNDERGROU1l0 COHOUlT ROUTE FOR POSSIBLE EXISTIIIG SYSTEMS. IF h.'lY EXISTING SYSTEM IS IO~NTIFIEO, CONTRACTOR SllAl..l 1-WlD DIG TO EXPOSE EXISTING UT'l.lTY PRIOR TO EXCAVATIOH IN THAT AREA. 9. SEESHEB EVCHARCERDETAltS. PLUMBING COMMENTS: P 1. Per CPC 422, a drinking fountains are required. Revise plans to show location. GREEN BUILDING COMMENTS: G 1. Proposed tenant improvement permit valuation is $200,000 or more. As such, the mandat01y measures of the 2022 California Green Building Code apply. CGBSC 301.3. Please address the following: a) Reproduce the nonresidential occupancies application checklist onto the plan sheets. b) Add an additional column to the checklist to indicate where the appropriate requirements are noted within the set of plans. c) The Code sections relevant to the additions and alterations shall only apply to the portions of the building being added or altered with the scope of the permit work. G2. Climate Action Plan requirements apply to remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklists (city forms B-50) to be completed by the APPLICANT. https://www.carlsbadca.gov/home/showpublisheddocument/6878/638225 I 57825900000 a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. ENERGY COMPLIANCE COMMENTS: No comments. TI Dempsey Construction 1825 Aston Ave. December 19, 2023 STRUCTURAL COMMENTS: City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0402 True Notth No.: 23-018-1259 Page9 Justify building the interior steel portal frame on a slab on grade. SOG is not a structural element and shall not be used as a supporting member. Please justify and provide supporting calculations. Additional foundation may be required. -,.-,---iu 3116v lS POST PER PLAN • STUD WALL PER RCH & TYP DETAILS ) SOG PcR PLAN PARTITION WALL PER ARCH & TYP DETAILS S2. Please revise the 3A/S501 reference at gridline 2.7. column is located at a tie beam not a SOG. -i 4 ...,,j+tr(=~ca; '=-~=; 11: ~w - 111 Ill J L, r JL, J I , I l lfJ I n'P L1 1r .1 I I I I , I L --d I .-..==~-'-"" I l.r;;,; Structural Calculations: S3. Justify the following parameters: a) Stmctural calculation indicates the redundancy factor, p, is 1.0. Provide explanation or calculation to justify use of 1.0 instead of 1.3. ASCE 7-16 Section 12.3.4. justify for intermediate precast shear walls. KL-gulnr slructun;? '\'ts I ~ II, ~ Sile ('Jass D (Tnblc 20.J-I Sile C'Jass I ror f,) D IS..'< I 1.4.8) Riik Cmcgot)' II 1C1JC TJ6().I, lmporlancc Factor I, -1.00 (Tobie 15-2) b) Specify height above base to be 19' instated of 17' per arch plans. 92008 OSA/OSHPD prnjc<t'/ No p-1.01 -\'tt c) Justify Fa and Fv values differing between the S-3 and S-5 analysis. Fa= l.l CBC 2022 T1,1blc 1613.2.J(l) f v = 1.9 CBC 2022 Tllhle 1613.2.3{2) d) Show analyzed panels on foundation plans. all gridlines must show the location of the analyzed concrete shear walls. Calculations shows the proposed wall length is a total of 138' resisting at TI Dempsey Construction 1825 Aston Ave. December 19, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0402 True North No.: 23-018-1259 Page JO gridline AO. While architect shows the length to be 116' after we subtract the new opening of the doors. \'_,: ~ show on foundation --11 L nu .1· M rr.onba \'1\\JM , ll ll ij_jJ L\ t.1•11 OUN SI ~""f' f..J JJ tl!IU n llA t•- ro:t I U .a..J I tN,7 /I II~ u 1<1:1 I) 1u: 1,1) h'tl U lt.,t (!111J l"ll 01777 II""" u...!• r .... 1 1..1 '-!5 I '-fr, 1"51! IHHil fJl.!-J ., .•• 1, .. r,-flt .. ~ ... II I. ,1111 a' M ....... ,~ \'/Wd \ S! ~ r; !~ i :~=•~ I~;;! ~~~:: t~•~, 11.u U lt.7.5 1,1•1 ll1~'"17 ll711 ll.ll . . ?5\11 0.)MI S,11"-i !•17$-,t (>Cl!.I .fU \ 11 I. A" M r-1boo \'rl\,I \ SJ 11 :. 11"'1~1 l.111 1•w1 I 1ll ft.:•S7 1 IH~ e) Justify grid walls 4-6 calculations. The reduction is exceeding the 10% limit. El -t s% OK wt'in Hl 'Vi1 f) Provide calculation for the wood posts, clarify size on foundation plans. Additional footings are required for load bearing posts. --r I -1-- 1 ; I;; I 1w ' '----'"1><--,1--r --1 UJIIS lw l:ii I ..I, If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncse1vices.com, or telephone (562) 733-8030. [END] ID STUDIOS January 12, 2024 Dempsey Construction Tl -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 FIRST REVIEW: True North Compliance Service City Permit No: CBC2023-0402 True North No.: 23-018-1259 Reviewed by: Mohammad Afaneh -Plan Review Engineer RESPONSES: GENERAL INFORMATION A. Acknowledged B. Acknowledged C. Acknowledged D. Acknowledged ARCHITECTURAL COMMENTS A1. SHEET AO.1 - a) Referred Submittal list i) Revised to specify City of Carlsbad ii) EV charging systems added as a deferred submittal. iii) There are no structural deferrals, this section was removed from the cover sheet. b) Notes were revised to specify city of Carlsbad. A2. SHEET AO.1 -Refer to area analysis provided on sheet A0.1 for proposed increase in B- occupancy. A3. SHEET AO.6 ID STUDIOS INTERIOR DESIGN + STRATEGIC PLANNING, INC. 236 S Sierra Avenue, Suite 110, Solana Beach, CA 92075 T 858.523. 9836 www.idstudiosinc.com a) Means of Egress i) Common path of travel added in the warehouse. ii) Exit doors identified and updated with number of occupants using each door. b) Number of occupants revised in the warehouse, see occupancy summary. A4. Please see structural drawings -sheet S102. Mechanical units are not within 10 feet of roof edge and do not require guards. A5. Proposed rooftop mechanical layout provided to minimize roof penetrations and visibility from surrounding properties, adjacent public streets, and on -site parking areas. Screening exception outlined in Carlsbad Municipal Code 18.10.20-E 'Exceptions to screening requirements'; Refer to attached exhibit with site photos clearly demonstrating the site lines to rooftop conditions with no . visibility to proposed rooftop equipment. ACCESSIBILITY COMMENTS D1 . D2. D3. a) The site sits above the street and public way and is only accessible by vehicle. Per CBC 11 B- 206.2. 1, Exception 2: "An accessible route shall not be required between site arrival points and the building or facility entrance if the only means of access between them is a vehicular way not providing pedestrian access." The building is accessible from the accessible parking spaces to the front door of the suite. b) SHEET A0.5 -Note added to Accessible Route of Travel in legend. The accessible path of travel is shown from the parking spaces to the front door of the suite. c) SHEET AO. 5 -The accessible route and detail A/ AO. 5 have been revised to comply with CBC 11B-211.1 and CBC 11B-602. d) SHEET A0.6 -Bottle Filler/Water Dispensers are provided throughout the office space within an accessible path. Locations are noted with keynote 5, and the clear floor space of 30" x 48" is indicated by a dashed line. a) SHEET AO. 5 -Detail A revised to reference detectable warning detail on sheet A0.4 b) SHEET A0.5 -Detail B revised. a) SHEET AO. 6 -Plan revised to show (1) wheelchair space per CBC 11 B-802.1 b) SHEET A0.6 -Accessible Dining Surfaces added to plan. i) (2) accessible dining seats have been added to plan, see keynote 2. There are 28 seats in the break room and 2 seats is 5% ii) The dining surfaces are dispersed, code section is referenced in keynote 2. iii) Accessible dining seats are dimensioned on plan, code section is referenced in keynote 2. iv) See new detail 2/ A0.6 for height of dining surface at accessible dining seat. v) See new detail 2/ A0.6 for dining section to show toe and knee clearance to accessible dining seat. ID STUDIOS INTERIOR DESIGN + STRATEGIC PLANNING, INC. 236 S Sierra Avenue, Suite 110, Solana Beach, CA 92075 T 858. 523 . 9836 www.idstudiosinc.com D4. D5. vi) Accessible counters are noted with keynote 3, see also elevations for break room counters on sheet A6.2 vii) Dimensions have been added to the plan to show an accessible route to and around the dining surfaces. a) SHEET A2.1 AND A6.1 -Dimension added to doors. b) SHEET A2.1 AND A6.1 -Dimension added to doors. a) SHEET A6.1 -Note added, see keynote 2. b) SHEET A6.1 -Note added and elevation K revised, see keynote 3. i) Note added, see keynote 3. ii) Note added, see keynote 3. iii) Note added, see keynote 3. iv) Note added, see keynote 3. v) Note added, see keynote 3. D6. SHEET A0.6 -Existing egress doors have a clear width of 32" min, see keynote 4 on plans. MECHANICAL COMMENTS M1. The note "NOT FOR CONSTRUCTION" has been removed from the plans. M2. a) Duct smoke detection for the existing units has been added to the plans as Keynote 11 of Package Heat Pump Schedule on M0.2. Duct smoke detection is not applicable to the Exhaust fan EF-7 serving the warehouse. The code calls for of "Air-moving systems suppty;ng a;r in excess of 2000 cubic feet per minute (ft3 I min) (0. 9439 m3 Is) to enclosed spaces within buildings shall be equipped with an automatic shut-off." The warehouse exhaust system does fall under this code requirement as it is not a supply air system and does not have supply air ducts in which to mount a duct mounted smoke detector (per CMC 609.1 ). In addition, if the warehouse were provided a supply air system, the entire area would fall under CMC 609.1 Exception (2) as the entire space has direct access to the exterior not exceeding 100ft. b) Note 10 of the Package Heat Pump Schedule is included below the table. This note is in the next column over from notes 1-9. M3. Duct support Detail: Plans are updated with Duct support detail. See detail 6/M5.1. M4. Condensate from mechanical equipment is not shown on Mechanical plans as it is shown on the plumbing plans. Please see sheet P-3 for the condensate connections and appropriate direction for the plumbing contractor including sizing and routing. ID STUDIOS INTERIOR DESIGN + STRATEGIC PLANNING, INC. 236 S Sierra Avenue, Suite 110, Solana Beach, CA 92075 T 858.523.9836 www.idstudiosinc.com ELECTRICAL COMMENTS E1. See Note 22, See Sheet E001. E2. Site Plan E050, has been removed. E3. Site Plan E050, has been removed. PLUMBING COMMENTS P1. Please see sheet A0.6. Bottle Filler/Water Dispensers are provided throughout the office space within an accessible path. Locations are noted with keynote 5, and the clear floor space of 30" x 48" is indicated by a dashed line. GREEN BUILDING COMMENTS G1. a) SHEET A0.4.1 -New sheet added with checklist. b) SHEET A0.4.1 -New column added, and requirement locations are noted. c) Acknowledged. G2. a) Acknowledged. b) Acknowledged. c) Acknowledged. ENERGY COMPLIANCE COMMENTS (NONE) STRUCTURAL COMMENTS S1. The existing slab-on-grade has sufficient capacity to support the roll-up door and Skyfold frames (Screenshots S1 .1 & S1 .2) as these are only supporting very light gravity and seismic shear loads since the columns are braced by the roof per detail 04/S501. The maximum factored gravity load per V2 calculation page 72/100 is 1,950 pounds (Pu) and maximum shear is 1,050 pounds (Vu). The maximum service gravity load (1.0DL) is 1,630 pounds. The original bearing capacity per the existing drawings is 2,500 PSF; however, using code minimum 1,500 psf per CBC Table 1806.2, the maximum bearing area is /(1630/1500) = 1.05 square feet. The bending capacity of the existing 6" SOG with #3@ 12" oc each way at mid-depth= 0.9 x 40 ksi x (0.9 x 3") 0.11 in2 = 10.6 kip-inches/foot. The approximate bending moment is (1.95k/1.052) x 0.5'2/2 x 12"/ft = 5.3 kip-inches (0.5 DIC< 1.0 OK). Also, the punching shear capacity of the (E) SOG fVc = 0.75 x 3" x (6" + 3") x 2 2.5 ksi =101 kips» Pu. For the feature walls (Screenshot S1 .3), the maximum bending moment from the cantilever wall is 1,225 #-ft= 14. 7 k- in. vs. 10.6 k-in/ft x (8" + 2 x 6")/12 = 17.7 k-in (D/C = 0.83 < 1.0); this is also conservative as it is ignoring the thickened SOG above the tie beam (seeV2 calculation page 83/105). Finally, for The steel ID STUDIOS INTERIOR DESIGN+ STRATEGIC PLANNING, INC. 236 S Sierra Avenue, Suite 110, Solana Beach, CA 92075 T 858.523. 9836 www.idstudiosinc.com frames at the new openings in the existing tilt-up walls are only resisting shear loads from out-of-plane loading of the tilt-up wall seismic mass bending the HSS posts from floor to roof (930 pounds of wind or 423 pounds of seismic per V2 calculation page 49/105). Therefore, the existing 611 slab-on-grade with #3 x 40 ksi@ 12" on center each way at mid-height is sufficient to support lightly loaded column base plates for interior architectural wall elements and the exterior tilt-up wall out-of-plane shear loads. 111 I I I I rJ 17_ ___ __J - S1 .1 Roll-up Door Frame S1 .2 Skyfold Frame S1 .3 Feature Wall Frame S2. The reference has been updated to detail 12/S501 (wide flange column on top of the existing tie beam). S3. a) The ASCE 7-16 seismic base shear calculation on V2 calculation page 18/ 100 is simply a comparison vs. the actual seismic base shear for the existing shear walls using ASCE 41 per V2 calculation pages 24-27 /100, showing that the demands using ASCE 41 are much higher than current code. Also, the modified building walls still meet the ASCE 7-16 Section 12.3.4 Item b. (2 bays each side) as follows: The North elevation (governing elevation due to existing windows) has 36 feet of wall vs. a roof height of 15.25 feet per the existing drawings elevations, exceeding 2 bays minimum (36'/15.25' = 2.37 > 2). This explanation is now added on V2 calculation page 18/100. b) 17' is correct for the average roof height, as 19' per architect is the top of parapet which is not relevant for the structural design. c) These values can be obtained from the OSHPD seismic maps website (U .S. Seism ic Design Maps (seismicmaps . org). ID STUDIOS INTERIOR DESIGN + STRATEGIC PLANNING, INC . 236 S Sierra Avenue, Suite 110, Solana Beach, CA 92075 T 858. 523. 9836 www.idstudiosinc.com OSHPD Seismic Maps Probability Seismic Hazard Ss S1 PEY (%) BSE-2N 0.992 0.361 2% BSE-1N 0.794 0.467 10% BSE-2E 0.739 0.268 5% BSE-1E 0.349 0.130 20% d) All the existing panel ID's on grids AO, 1 / 1.2 and 4/5/6 as well as 1 are now indicated on sheet S102 as requested. The 138' of "wall length" is the total length of walls on grid AO ignoring any openings (this is used to populate "solid" and "strip" cells, and the wall piers are calculated in the cells below it. If you add up all the piers calculated to resist shear, the total is 91 .59'. The total of all the remaining wall length on the drawings is approximately 92'-6" which matches the calculations (within 1%). e) The collector demand has decreased by 15%, thus ok as calculated. f) The 6x16 DFL #1 post size has been added to the plan. The posts are only supporting small office ceilings . By inspection, the 9' tall 6x16's are ok, and the load to the existing SOG is also ok (see response to plan comment S1 for loads on (E) 6" SOG). See updated V2 calculation page 11 /100 for load take-off and page 97 /100 for post design. FIRE SAFETY REVIEW Dennis Grubb & Associates 6560 Van Buren Blvd, Suite Riverside, CA 92503 FIRST REVIEW City Permit No: CBC2023-0402 FIRE-GENERAL ISSUES 1.) SHEET A0.2 -Fire Sprinkler notes were revised to reflect City of Carlsbad. 2.) SHEET A0.6 -Occupancy signage added to plan -see "SIGN 2" at upper right corner of break room. Detail 3/ A0.6 added to sheet for Occupancy Signage details. 3.) SHEET E201 -added additional fixture in breakroom, see sheet E201 . 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 City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008 FIRST REVIEW City Permit No: CBC2023-0402 Reviewed by: Shay Glass, Engineering Technician II LAND DEVELOPMENT ENGINEERING 1.) Acknowledged. 2.) Acknowledged. 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 ,( Structura l Ca lculati ons for 1825 Aston Ave Dempsey Off ice Renovat ion Carlsbad, CA City Building Department Submittal #2 PC23004 January 5, 2024 Peter Carlson, S4937 LL (/) ~ [~ 0-.;:f" ~· OC'\J ._, C'\J O 0 .,.... C'\J ~ a-co C'\J.,.... c;, ..... _ N..- N M "' 0 "' (.) m (.) © 2023 Carlson Structural Engineering, LLC., All rights reserved. This document or any part thereof must not be reproduced in any form without the Wtitten permission of Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 TABLE OF CONTENTS 1. Basis of Design & Loads 1.1 Basis of Design 1.2 Gravity Loads 1.3 Wind & Seismic Loads 2. (E) Tilt-Up Wall Design 2.1 Shear Wall Design 2.2 Out-of-Plane Design 3. RTU Support & Anchorage 3.1 (E) Framing Under RTU's 3.2 Seismic Anchorage of RTU's 4. Interior Walls & Doors 4.1 Cantilever Cone Wall 4.2 Skyfold Operable Wall 4.3 Interior Roll-Up Door 4.4 Feature Wall Frame 5. Interior Wood Posts @ Open Offices 6. Future Solar Mass Study © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 1. BASIS OF DESIGN & LOADS © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 1.1 BASIS OF DESIGN © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation STRU URAL BASIS OF ESIGN PROJECT ESCRIPTI N AND Sc PE Project Scope PC23004 12/6/2023 The structural scope consists of the renovation of the existing building for Dempsey Construction. The existing exterior tilt-concrete shear walls will be analyzed using ASCE 41 due to the number of openings being added on the East, South and West elevations, exceeding 10% seismic load increase. Due to the increased load, the existing tilt-up wall will be analyzed using ASCE 41-17 2-performance- level approach. The openings will be strategically located to avoid requiring in-plane shear and flexural strengthening of the walls. The new piers and spandrels around the new openings will be strengthened out-of-plane as the loading to the walls exceeds the flexural capacity of the remaining wall. The non-structural scope includes adding new mechanical units and screens are required by mechanical, strengthening existing framing and providing connection and design as required. There are 2 operable partition walls that will require a structural steel frame and foundations to support the gravity and seismic loading of the operable partitions. There is also an architectural concrete feature wall that will require the wall and foundation design. Finally, calculations will also be provided to show how much reserve capacity in the structure to support future solar loads. Building Description The existing 1-story x 18,845 square foot Type V-N fully sprinklered tilt-up concrete warehouse building 19 feet tall that was constructed circa 1994 utilizing the 1991 Uniform Building Code {UBC). The existing building gravity framing consists of a panelized roof which is ½" plywood sheathing spanning o 2x6 sub-purl ins a 2'-0" on center that span to 4x14 purlins at 8'-0" on center that span to glulam girders supported by steel HSS columns and the tilt-up bearing walls bearing on conventional spread footings. The existing seismic force resisting system consists of a flexible plywood diaphragm spanning to concrete tilt-up shear walls supported by conventional spread footings. The existing footings are interconnected with tie beams. Building Location 1825 Aston Avenue Carlsbad, CA 92008 Latitude: 33.131386 Longitude: -117.28841 PPUC Tl N F DE IN E IGN The building's design will be based on the 2022 California Building Code (CBC). The structural calculations will consist of the following approach: Codes and Standards Page 1 of 5 1825 Aston Ave Dempsey Renovation • 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 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) PC23004 12/6/2023 • North American Specification for the Design of Cold Formed Steel Structural Members (AISI S100-16) Permit Info Authority Having Jurisdiction: Structural Engineer of Record: License Number: License Expiration Date: Gravity Systems City of Carlsbad Peter Carlson California, S4937 6/30/2025 • 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 (E) Dead (psf) (E) Live Reducible? Point Live Partition (psf) Load (lbs) Load (psf) Roof 13 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: Page 2 of 5 1825 Aston Ave Dempsey Renovation URAL BASIS o Risk Category: II o Basic wind (ultimate) speed: ■ 96 mph {ASCE Hazard Tool) typical for LRFD ■ 74 mph (Vult x v{0.6)) typical for ASD o Exposure: C o K21 = 1.0 o G = 0.85 o Enclosure Classification: Enclosed, GCpi = ±0.18 ESIGN PC23004 12/6/2023 • The seismic design will be based on the Equivalent Lateral Force Procedure (ELFP) of ASCE 7-16, Section 12.6 and ASCE 41-17 Section 7.3.1 • Seismic Design Parameters for all design excluding the existing tilt-up concrete shear walls 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 Soi= 0.467g ■ Risk Category II • Seismic Design Parameters per ASCE 41-17: o Risk Category II o Site Class D-Default ■ Seismicity Level = High o Performance Objective: Basic Performance Objective for Existing Buildings ■ Performance per ASCE 41-17 Table 2-3 ■ BSE-lN • Structural= Life Safety (S-3) • Non-Structural= Not applicable (using ASCE 7 & CBC Part II) • Ss = 0.992g Sxs = 0.794g • S1 = 0.361g Sx1 = 0.467g ■ BSE-2N • Structural= Collapse Prevention (S-5) • Non-Structural = Not applicable (using ASCE 7 & CBC Part II) • Ss = 0.992g Sxs = 1.19g • S1 = 0.361g Sx1 = 0.701g • Analysis of the existing shear walls assumes the (E) plywood roof diaphragm will be based on ASCE 7-16, Section 12.3.1.1 thus flexible diaphragm load distribution will be used. Page 3 of 5 1825 Aston Ave Dempsey Renovation 51 RUCTUHAL BASIS OF DESIGN PC23004 12/6/2023 • The analysis of the existing concrete walls is based on 2022 California Existing Building Code (CEBC) Section 503.4 (10% lateral load increase) and ASCE 41 seismic forces per CEBC Table 304.3.1 for a Risk Category II building. • The capacity of the existing concrete shear walls will be checked in accordance with chapter 18 of the CBC and ACI 318-19 and ASCE 41-17. • 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 MATERI/\L SP[CHICATIOf\!5 AND STRENGlHS 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 • Slab-on-Grade: o 6" minimum thickness with #4 rebar at 18" on center each way, typical Concrete • Slab-on-grade & Walls • Footings Reinforcing Steel • ASTM A615 -GR 60 or A706 f'c = 4,000 psi, Normal weight f'c = 3,000 psi, Normal weight Unless noted otherwise • ASTM A706 -GR 60 Welded Rebar, Threaded Rebar, lateral element Structural Steel • All Wide Flange Sections: • Pipe: • Hollow Structural Sections (HSS): • Angles/Channels/Tees: • Plates: • Anchor Bolts in Concrete: ASTM -A992 ASTM -A53 Type E or S, Gr B ASTM -A500/Gr C or A1085 ASTM -A36 ASTM -A36, or ASTM -A572, Gr 50 ASTM -F1554, Gr 55 Page 4 of 5 1825 Aston Ave Dempsey Renovation • Machine Bolts (MB): • High Strength Bolts: • Welding Electrodes: Wood • Purlin Sistering (LVL) • Rough-Sawn Joists, & Purlins (UNO) Cold Formed Steel Studs • 18 GA (43 Mils) or thinner: • 16 GA (54 Mils) and thicker: ESIGN ASTM -A307 ASTM -A325 Type N ASTM -E70xx -Structural Steel ASTM -E80xx -Rebar-to-Steel ASTM -E90xx -Rebar-to-Rebar Microllam LVL 1.9E Douglas Fir #1 ASTM A1003 Grade 33 (FY= 33 ksi) ASTM A1003 Grade 50 (FY= 50 ksi) PC23004 12/6/2023 Page 5 of 5 1825 Aston Ave Dempsey Renovation PC23004 1.2 GRAVITY LOADS © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Renovation Sheet No. ---- Project No: PC23004 Cale. By: PAC Date: 12/27/23 Loads Roof Loads: DL LL (E) 3-Ply Roofing+ 1 Re-Roof 1/2" Plywood Roof Sheathing 2x6 Sub-Purlins@ 2'-0" oc 5-1/8x24 GLB's @20'-0" oc Sprinkler Ceiling 611 Batt Inuslation MEP Misc HSS Columns Seismic Mass ( 13 psf + 1 psf partition load) *Seisic mass & ceiling is small% of project Roof LL (Reducible) Exterior Walls: 6-1/2" Tilt-Up DL Stone Veneer/Stucco 7-1/4" Tilt-Up DL 8" grouted solid Framed Ceiling @ Open Office: DL 1/2" Plywood Sheathing Metal Suspension System (T-bar) 800S 137-3 Ceiling Joist@ 16" oc 6x16 Beams Partition Wall Parapet on 6xl6 Beams Misc 6x16 Posts Chk. By: ___ Date: 3.0 psf 1.5 psf 1.0 psf 1.5 psf 1.5 psf 1.8 psf 0.6 psf 1.0 0.8 psf ---12.7 psf 0.3 psf 13.0 psf 14.0 psf 20.0 psf 33.0 psf 81.3 psf 90.6 psf 1.5 psf 1.8 psf 1.3 psf 1.9 psf 2.0 psf 0.6 psf 9.1 psf 1.9 psf ---11.0 psf 1825 Aston Ave Dempsey Renovation PC23004 1.3 WIND & SEISMIC LOADS © 2023 Carlson Structural Engineering, LLC. AMERICAN SOCIE1Y Of CML ENGINEERS Address: 1825 Aston Ave Carlsbad, California 92008 Wind Results: Wind Speed 10-year MRI 25-year MRI SO-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: 11 Soil Class: D -Default (see Section 11.4.3) 96 Vmph 66 Vmph 72 Vmph 77 Vmph 82 Vmph Latitude: 33.131386 Longitude: -117.28841 Elevation: 281.64286275600966 ft (NAVO 88) ASCE/SEI 7-16, Fig. 26.5-18 and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Thu Aug 10 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI= 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https :/ /asce ?hazardtool. on line/ Page 1 of 4 Fri Aug 11 2023 AMEfllCAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: Results: Ss S1 Fa Fv SMs SM1 D -Default (see Section 11.4.3) 0.992 So1 0.361 TL : 1.2 PGA: N/A PGAM: 1.19 FPGA N/A le N/A 8 0.434 0.52 1.2 1 Sos 0.794 Cv : 1.296 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11 .4.8. Data Accessed: Thu Aug 10 2023 Date Source: USGS Seismic Design Maps https ://asce 7hazardtool.online/ Page 2 of 4 Fri Aug 11 2023 AMERICAN SOCl8Y Of CML ENGINEERS Flood Results: Flood Zone Categorization: X (unshaded) Base Flood Elevation: Data Source: Date Accessed: FIRM Panel: Insurance Study Note: https ://asce 7hazardtool.on line/ FEMA National Flood Hazard Layer -Effective Flood Hazard Layer for US, where modernized (https://msc.fema.gov/portal/search) Thu Aug 10 2023 If available, download FIRM panel here Download FEMA Flood Insurance Study for this area here Page 3 of 4 Fri Aug 11 2023 8/11/23, 9:40AM U.S. Seismic Design Maps USGS well services were dow11 for sorne rieriod of tirne and ;is a result this tool wasn't operc1lional, resultrng in ti111eout error. USGS web services are now operntional so this tool should work as exriected 1825 Aston Ave, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1313678, -117 .288438 Pedfin I n Diego I Est;:i1e A<:Jents Liberty Woods ln1ernational ~:;1s Wholesale Insurance Services Full S vnroll Putters Ccirl::;bad Tech CrPstorw Group Darwin Technoloqy Center Map data (<')2023 Date Design Code Reference Document Custom Probability Site Class Type Hazard Level Fv ssuh crs ssrt ssd s1uh cr1 s1rt s1d Type Hazard Level Sxs 8x1 https://www.seismicmaps.org Description spectral response (0.2 s) spectral response (1.0 s) site-modified spectral response (0.2 s) site-modified spectral response (1.0 s) site amplification factor (0.2 s) site amplification factor (1.0 s) max direction uniform hazard (0.2 s) coefficient of risk (0.2 s) risk-targeted hazard (0.2 s) deterministic hazard (0.2 s) max direction uniform hazard (1.0 s) coefficient of risk (1.0 s) risk-targeted hazard (1.0 s) deterministic hazard (1.0 s) Description site-modified spectral response (0.2 s) site-modified spectral response (1.0 s) 8/11/2023, 12:49:37 AM ASCE41-17 D -Default (See Section 11.4.3) Value BSE-2N 0.992 0.361 1.19 0.701 1.2 1.939 1.104 0.899 0.992 1.5 0.398 0.909 0.361 0.6 Value BSE-1N 0.794 0.467 1/2 8/11 /23, 9:40 AM Type Hazard Level Type Hazard Level Type Hazard Level T-Sub-L Description spectral response (0.2 s) spectral response (1.0 s) site-modified spectral response (0.2 s) site-modified spectral response (1.0 s) site amplification factor (0.2 s) site amplification factor (1.0 s) Description spectral response (0.2 s) spectral response (1.0 s) site-modified spectral response (0.2 s) site-modified spectral response (1.0 s) site amplification factor (0.2 s) site amplification factor (1.0 s) Description Long-period transition period in seconds I U.S. Seismic Design Maps DISCLAIMER Value BSE-2E 0.739 0.268 0.893 0.553 1.209 2.065 Value BSE-1 E 0.349 0.13 0.53 0.304 1.521 2.34 Value TL Data 8 While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. https://www.seismicmaps.org 2/2 Project: 1804 Aston Dempsey Renovation Sheet No: __ ~---------~ Project No: PC23004 Cale. By.: PAC Date: 8/22/23 ©2023- Static Design Base Shear: 2022 CBC & ASCE 7-16 Notes • Mapped MCE Spectral Response values are obtained from the ATC Hazard Application • 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 Structural & Site Specific Information Project Address Latitude = 1804 Aston Ave, Carlsbad, CA 92008 = 33.11386° Number of stories Roof ht abv base Regular structure? DSA/OSHPD project? Longitude Mapped Resp Acee!, 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? =-117.28841° s = s 0.992 g 0.361 g TL= 8 sec (Figs. 22-14 -22-17) = Intermediate Precast Shear Walls R= 4 (Table 12.2-1) C= I 0.020 (Table 12.8-2) x= 0.75 (Table 12.8-2) No (sec 21.1) Yes (Sec 11.4.3 & 11.4.4) h., = 17 ft Yes No ~ 1.0? = Yes ''\,__ See explanation below Site Class D (Table 20.3-1) Site Class (for F,) D (Sec 11.4.8) Risk Category II (CBC Tl604.5) Importance Factor I, 1.00 (Table 1.5-2) Design Spectml Acceleration Parameters Short Period Site Coefficient F, = l.200 (CBC Tl613.2.3(1)) Long Period Site Coefficient Design 5% Damped, Spectral Response Acceleration at short periods Design 5% Damped, Spectral Response Acceleration at a period of l 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 Fv = 1.939 (See ASCE 7 Sec 11.4.8 for Add'I Reqmts) .---s-D_s_= ___ o_.7_9_4_g-,I (CBC Eq. 16-36, 16-38) 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 I 6 I 3A.2.5) Seismic Design Category: D (Sec 11.6) Design Period Approx Fundamental Period Fundamental Period From Analysis To Ts Coeff for Upper Limit on Period Maximum Fundamental Period Seismic Response Coefficient T, Tb= 0.2(SDs/SD1) = S1>s/SD1 = Cu= Cu T,= Design Period T = SDs value for determination of C, and Ev For T :S Ts: C, = SDs / (R/IJ = SDI / (T(R/IJ) = SD1T1, / (T\RJI,)) = For Ts < T :S T1.: C, mux = For T > TL: C, nmx = Minimum: Cs nbs min= Where S1 ;:: 0.6g: C, min= max(0.044SDsl,, 0.0 I)= 0.5S/(R/I,) = Where S1 ::a: 0.2g and site class D: Cs= 0.167 sec 0.000 sec 0.118 sec 0.588 sec 1.4 0.234 sec 0.167 sec 0.794 0.198 0.697 33.288 0.035 0.000 0.198 (Eq. 12.8-7) enter O if11ot performed (Sec 11.4.6) (Sec 11.4.6) (Table 12.8-1) (Sec 12.8.2) (Sec 12.8.2) < Approx l'l'riod l '.11'd (Sec 12.8.1.3) (Eq. 12.8-2) < S/1111 I l'aiod /k1ig11 (Eq. 12.8-3) (Eq. 12.8-4) (Eq. 12.8-5) (Eq. 12.8-6) (Sec 11.4.8) Base Shear: V bm = 0.198 W I (Eq. 12.8-1) [ '\Y\~Y---YY\~~y-y---y-y~yy~yy~·yy-yy-yy·y'<Y'< Per plan checl< comment S3, this ASCE 7-16 base shear is not used for lhe design of lhe existing modified shear walls. The ,,, ASCE 7-16 seismic base shear calculation is simply a comparison vs. lhe actual seismic base shear for the exisling shear walls using ASCE 41 per calculation pages 24-27/104. showing that the demands using /\SCE 41 are much higher than current code. Also, the modified building walls still meet lhe ASCE 7-16 Seclion 12.3.4 llem b. for p ~ 1.0 (2 bays each side) "' ( as follows The Norlh elevation (governing elevation due to existing windows) has 36 feet of wall vs a roof he1ghl of 2022 Seismic For~s 15 25 feet per the existing d1 aw111gs elevations, exceeding 2 bays n 11nImum (36'/15 25' = 2 37 > 2) \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ) \ \ \ \ \ \ \ \ ~ / Project: 1804 Aston Dempsey Renovation Sheet No: __ ©2023L...-_________ ___, Project No: PC23004 Cale. By: PAC Date: 8/23/23 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 = s 0.198 (Sec 12.8.1) Seismic base shear coefficient Effective seismic weight Seismic base shear W= 658 k (Sec 12.7.2, see below) Design period Design 5% Damped, Spectral Response Acceleration at short periods Importance Factor Exponent related to the structure period Story Forces -Strength Level wwall wwall h II to N/S 11 to E/W V= 131 k T= 0.167 sec Sos= 0.794 g I= ' 1.00 k= 1.000 Story Force F, Story Shear Level (ft) w floor (k) (k) (k) w, total (k) w,h\ (kft) (k) :I:F; (k) Roof 17.00 259 283 116 658 11188 131 131 259 283 116 658 11188 131 (Eq. 12.8-11) L" k w.h. I I ;~1 Diaphmgm Forces -Strength Level North-South Direction Level wp, (k) * :I:w;(k) Fp, (k) Fp, min (k) Fp, max (k) Fp, des (k) Roof 375 658 74 59 119 74 East-West Direction Level wp, (k) * :I:w1 (k) Fp, (k) Fp,min (k) Fp,max (k) Fpxdcs (k) Roof 542 658 108 86 172 108 II IF: Fpxmi11 = 0.2S DsfWpx F -;~x w px --,,--px (Eq. 12.10-1) Fpxmax = 0.4S DsfWpx LW; * Wµx = Wx • weight of parallel walls i=x : 2022 Seismic Forces (Eq. 12.8-1) (Sec 12.8.2) (Table 1.5-2) (Sec. 12.8.3) Story :I: Story Overturning Overturning F,h, (kft) :I:F,h, (kft) 2220 2220 (Eq. 12.8-12) (Eq. 12.10-2) (Eq. 12.10-3) Project: 1804 Aston Dempsey Renovation Sheet No: __ mo2 __ ~---------~ Project No: PC23004 Cale. By: PAC Date: 8/22/23 Seismic Demands on Nonstructural Components: 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 • In lieu of forces from Eq 13.3-1, accelerations may be detem1ined by modal analysis procedure of Sec 12.9 with R= 1.0 (Sec 13.3.1.4) Design 5% Damped, Spectral Response Acceleration at short periods Component Importance Factor Fp 111;,, = 0.3S0 slpwp F" 11/(1.\' = 1. 6S DS 1" w" (Eq. 13.3-1) (Eq. 13.3-3) (Eq. 13.3-2) SDs = I = p Seismic Demands on Nonstructural Components -Strength Level 100% 90% 80% 70% 60% 0.27 ..c: 50% 0.25 ---N I o.63 0.61 I o.59 I o.57 / o.55 / 0.53 / 0.51 0.49 I 0.47 I o.44 / 0.42 0.95 , 0.794 g 1.00 (Sec 13.1.3) ' ' ' ' ' ' ' ' , , , 1.22 , , 1.16 , , 1.11 , , 1.06 0.24 I 0.40 / 0.38 # 1.01 , 40% 0.24 0.24 30% 0.24 0.24 20% 0.24 0.24 10% 0.24 0.24 0% 0.24 0.00 0.20 : 2022 Seismic Forces I o.36 0.34 / 0.32 / o.3o I 0.28 0.2 , , 0.95 , , 0.90 , , 0.85 , , 0.79 , 0.74 , . # 0.69 , ' 0.63 , ' 0.58 , JI 0.53 0.60 0.80 1.00 --np/Rp= 1.0/2.5 --np I Rp = 1.0 / 1.5 --up!Rp 2.5 '2.5 1.20 1.27 1.27 1.27 1.27 1.27 1.27 1.27 1.40 Project: 1804 Aston Dempsey Renovation Sheet No: __ ©2023~---------~ Project No: PC23004 Cale. By: PAC Date: 8/22/23 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 of 0.2 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 l 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 Overstrength Factor Seismic Design Category Design 5% Damped, Spectral Response Acceleration at short periods Vertical Seismic Force Load Combinations Using Strength Design (CBC 1605.2) 16-l: 1.4 D 16-2: l.2 D + l.6 L + 0.5 Lr 16-3a: l.2 D + 0.5 L + 1.6 Lr 16-3b: l.2 D ± 0.5 W + l.6 Lr 16-4: l.2 D ± W + 0.5 L + 0.5 Lr 16-5: l.2 D + 0.5 L ± Qe 16-6: 0.9D±W 16-7: 0.9 D± Qe Sos= Ev= 0.2 Sos D = Load Combinations Using Special Seismic (CBC 1605.1 I ASCE 7-16 12.4.3) 16-5s: 1.36 D + 0.5 L ± 2 Qe 16-7s: 0.74 D ± 2 Qe : 2022 Seismic Forces No No No 1.00 (Sec 12.3.4) 2.0 (Table 12.2-1) D 0.794 g 0.159 D (Eq. 12.4-4a) Project: 1804 Aston Dempsey Renovation Sheet No: __ Project No: PC23004 Cale. n,,: PAC Date: 8/22/23 ©2023~------------~ , 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 of 0.2 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 Co111bi11atio11s 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 Overstrength Factor Seismic Design Category p= no= Sns = Design 5% Damped, Spectral Response Acceleration at short periods Vertical Seismic Force Ev= 0.2 Sos D = Load Co111bi11atio11s Usi11g Allowable Stress Desig11 (CBC 1605.3.1) 16-8: 16-9: 16-10: 16-11: 16-12a: 16-12b: 16-13: 16-14: 16-15: 16-15: D D+ L D + Lr D+0.75L+0.75Lr D±0.6 W I.I ID± 0.7 Qe D ± 0.45 W + 0.75 L + 0.75 Lr 1.08 D + 0.75 L± 0.53 Qe + 0.75 Lr 0.6 D±0.6 W 0.49 D ± 0.7 Qe Load Co111bi11atio11s Usi11g Altenwte Allowable Stress Design (CBC 1605.3.2) 16-17a: D 16-17b: D+L l6-17c: 16-18a: 0.67 D ± 0.78 W l6-18b: 16-19: D±0.78W 16-20: D ± 0.39W + L 16-21: 1.08D+ L±0.71 Qe 16-22: 0.79D±0.7I Qe : 2022 Seismic Forces D+ L+Lr D±0.78 W+ L No No No 1.00 (Sec 12.3.4) 2.0 (Table 12.2-1) D 0.794 g 0.159 D (Eq. l 2.4-4a) Project: 1804 Aston Dempsey Renovation Sheet No: __ ©2023 Project No: PC23004 Cale. By: PAC Date: 8/22/23 ~------------~ Drift Criteria: ASCE 7-16 Notes • References below are for ASCE 7-16 except as noted • The design story drift (£1.) 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, £1. 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 dr Structural Information Risk Category Seismic Design Category Importance Factor Deflection Amplification Factor Redundancy Factor II D 1.00 4 1.00 (Sec 11.6) (Table 1.5-2) (Table 12.2-1) (Sec 12.3 .4} Is seismic force-resisting system comprised solely of moment frames? No Structure type All structures other than CMU shearwall ;'.o4 stories, nonstruct design for story drift (Table 12.12-1) Allowable Story Drifts Allowable Story Drift Coefficient Allowable Story Drift Coefffor Moment Frames in Seismic Design Cat D, E, and F Level Roof 2022 Seismic Forces h (ft) 17.00 (ft) 17.00 Aa (in) 5.100 (See Eq. 12.8-15) 1.275 t.. = 0.025 h,, (Table 12.12-1) t., IP= NIA hsx (Sec. 12.12.1.1) Project: 1804 Aston Ave Dempsey Renovation Sheet No. ---- Project No: PC23004 Cale. By: PAC Date: 8/23/23 Chk. By: Date: Pseudo Lateral Force: CBC 2022 & ASCE 41-17 Notes • Mapped MCE Spectral Response values are obtained from the USGS earthquake ground motion parameter java application • References below are for ASCE 41-10 except as noted Structural & Site Specific I11formatio11 Project Address Latitude 1825 Aston Ave, Carlsbad, CA 33.131368° Longitude = -117.28844° Risk Category Performance Objective (CEBC Ta. 304.3.1 &2) = Earthquake Hazard Level & Performance Le Probability of Exceedance Earthquake Mean Return Period Site Class Using Default Site Class? Using Site Specific Ground Motion? Site Class (for F0) Site Class Factor Mapped Resp Acee!, short periods Mapped Resp Acee!, Is period Height to Roof above Seismic Base Number of stories Building Period Coefficient Period Parameter a= s, = S1= h,,= C= I P= II S-3 BSE-lN 2% in 50 years 2475 years D Yes No (ASCE 7-16 Sec 11.4.3 & 11.4.4) D 60 (Sec. 7.4 .1.3) 0.794 g (ASCE 7-16 Sec 11.4.2) 0.467 g (ASCE 7-16 Sec 11.4.2) 17.00 ft I (1.020 (Sec. 7.4.1.2.2) 0.75 (Sec. 7.4.1.2.2) Max primary comp OCR w/ C's = I DCR,nnx 1.50 using y = 0.891 W (Sec. C7.4. l.3) LFRS Type = Precast Concrete Wall (Tilt-Up) Effective Viscous Damping Ratio p 5% (Sec. 7.2.3.6) Design Spectral Acceleration Parameters Short Period Site Coefficient Long Period Site Coefficient Design 5% Damped, Spectral Response Acceleration at short periods Design 5% Damped, Spectral Response Acceleration at a period of I sec Sxs Sx1 Modification Factors F, Fv F,S, FvSI 1.2 1.8 0.939 g 0.856 g Design Period, T O, Ts Approx Tn = C1h/ 0.167 sec (Eq. 7-18) 0.182 sec tASCE 7 Sec. 11.4.6) 0.912 sec (ASCE7Scc. ll.4.6) Strength Ratio µ,trenth = DCR1110JI .5xC111= T0 = 0.2Ts = Ts= Sxi/Sxs = Spectral Acceleration B1= Sn for T between O and T0 = S, for T between T0 and Ts = S, for T >Ts= Spectral Acceleration Sn = Pseudo Lateral Force ASCE 41-17 Seismic Forces MF: max inelastic 11 to elastic 11 C1 MF: hysteresis, K&strength deg C2 Effective Mass Factor 1.00 (Eq. 2-3) 0.891 g (Fig. 2-1) 0.937 g (Fig. 2-1) 5.100 g (Fig. 2-1) 0.891 g (Fig. 2-1) 0.891 W (Eq. 7-21) I 14 CBC 2022 Table 1613.2.3(1) CBC 2022 Table 1613 .2.3(2) (Eq. 2-1) (Eq. 2-2) 1.00 (Sec. C7.4.1.3.1) 1.00 (Sec. 7.4.1.3) 1.00 (Sec. 7.4.1.3) 1.0 (Table 7-4) Project: 1804 Aston Ave Dempsey Renovation Sheet No. Project No: PC23004 Cale. By: PAC Date: Chk. By: ____ Date: Vertical Distribution of Seismic Forces: ASCE 41-17 Notes • References below are for ASCE 41-06 except as noted Seismic base shear coefficient Effective seismic weight Seismic base shear Design period Exponent related to the structure period StOIJ' Forces -Strength Level w wall h wfloor II to N/S Level (ft) (k) (k) Roof 17.00 259 283 259 283 Fx = Cvx V (Eq. 3-10) Diaphragm Forces -Strength Level North-South Direction Level Roof 375 658 334 II IP: F = i=x W (Eq. 3-12) px II px Iwi E 41-17 Seismic Forces C1C2C111S0 = 0.891 W= 658 k V 586 k T= 0.167 sec k= 1.000 wwall Story Story 11 to E/W w, total w,h\ Force F, Shear I:Fi (k) (k) 116 658 116 658 (kft) (k) 11188 586 11188 586 k C = w.J1x vx ~ k k-1 w/1; i=l East-West Direction 542 658 483 * wp, = w, -weight of parallel walls (k) 586 (Sec 3.3.1.3.2) Story Overturning F,h, (kft) 9965 (Eq.3-11) 8/23/23 I: Story Overturning I:F ,h, (kft) 9965 Project: 1804 Aston Ave Dempsey Renovation Sheet No. ---- Project No: PC23004 Cale. By: PAC Date: 8/23/23 Chk. By: ____ Date: Pseudo Lateral Force: CBC 2022 & ASCE 41-17 Notes • Mapped MCE Spectral Response values are obtained from the USGS earthquake ground motion parameter java application • References below are for ASCE 41-10 except as noted Structural & Site Specific /11formatio11 Project Address Latitude Longitude Risk Category = 1825 Aston Ave, Carlsbad, CA = 33.131368° = -117.28844° Perfonnance Objective (CEBC Ta. 304.3.1 &2) = Earthquake Hazard Level & Perfom1ance L< II S-5 BSE-2N Probability of Exceedance Earthquake Mean Return Period Site Class= Using Default Site Class? Using Site Specific Ground Motion? Site Class (for F.,) Site Class Factor Mapped Resp Accel, short periods Mapped Resp Accel, ls period Height to Roof above Seismic Base Number of stories Building Period Coefficient Period Parameter Max primary comp DCR w/ C's = I LFRS Type Effective Viscous Damping Ratio Design Spectral Acceleration Parameters a= S,= S1 = hn = C= t 2% m 50 years 2475 years D Yes No (ASCE 7-16 Sec 11.4.3 & 11.4.4) D 60 (Sec. 7.4.1.3) 0.992 g (ASCE 7-16 Sec 11.4.2) 0.361 g (ASCE 7-16 Sec 11.4.2) 17.00 ft 0.020 (Sec. 7.4.1.2.2) 0.75 (Sec. 7.4.1.2.2) I.SO using V = 1.092 W (Sec. C7.4. l.3) = Precast Concrete Wall (Tilt-Up) p = 5% (Sec. 7.2.3.6) Short Period Site Coefficient Fu = Long Period Site Coefficient Fv = Design 5% Damped, Spectral Response Acceleration at short periods Sxs = FuS, = I. I CBC 2022 Table 1613.2.3( I) 1.9 CBC 2022 Table 1613.2.3(2) 1.094 g (Eq. 2-1) Design 5% Damped, Spectral Response Acceleration at a period of I sec Sx1 = FvS1 = 0.700 g (Eq. 2-2) Design Perio,I, T O, Ts Modification Factors Approx Tu = C1h/ = T0 = 0.2Ts = Ts= Sxi/Sxs = 0.167 sec (Eq. 7-18) Strength Ratio µ,trenth = DCRmuJ l.5xCm= 0. 128 sec (ASCE 7 Sec. 11.4.6) MF: max inelastic /'!, to elastic /'!, C 1 = 0.640 sec (ASCE 7 Sec. 11.4.6) MF: hysteresis, K&strength deg C2 = Spectral Acceleration 81 = S., for T between O and T0 = S., for T between TO and Ts = S11 for T >Ts= Spectral Acceleration S0 = Pseudo Lateral Force Effective Mass Factor 1.00 (Eq. 2-3) 1.294 g (Fig. 2-1) 1.092 g (Fig. 2-1) 4.171 g (Fig. 2-1) 1.092 g (Fig. 2-1) 1.092 W (Eq. 7-21) 1.00 1.00 1.00 1.0 (Sec. C7.4. l.3. l) (Sec. 7.4.1.3) (Sec. 7.4.1.3) (Table 7-4) Project: 1804 Aston Ave Dempsey Renovation Sheet No. Project No: PC23004 Cale. By: PAC Date: Chk. By: ____ Date: Vertical Distribution of Seismic Forces: ASCE 41-17 Notes • References below are for ASCE 41-06 except as noted Seismic base shear coefficient Effective seismic weight Seismic base shear Design period Exponent related to the structure period StOIJ' Forces -Strength Level wwall h wfloor II to N/S Level (ft) (k) (k) Roof 17.00 259 283 259 283 (Eq. 3-10) Diaphragm Forces -Strength Level North-South Direction Level Roof 375 658 11 Ir; F _i=x w px--,-,-px LW; i=x 409 (Eq.3-12) C1C2CmSa = 1.092 w 658 k V= 719 k T= 0.167 sec k= 1.000 wwall Story Story II to E/W w, total w,h\ Force F, Shear :EF1 (k) (k) (kft) (k) (k) 116 658 11188 719 719 116 658 11188 719 East-West Direction :Ew1 (k) 542 658 592 * Wpx = Wx -weight of parallel walls (Sec 3.3.1.3.2) Story Overturning F,h, (kft) 12215 (Eq. 3-11) 8/23/23 :E Story Overturning :EF ,h, (kft) 12215 1825 Aston Ave Dempsey Renovation PC23004 2. (E) TILT-UP WALL DESIGN © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 2.1 SHEAR WALL DESIGN © 2023 Carlson Structural Engineering, LLC. _r_r_oJ'-. c_c_t :_o_c_·n_1p'-~-"""'Y_o_r_r_ir_c_B_u_i_ld_ir-'1gc..., -~-------Sheet No. ___ _ Project No: PC23004 Cale. By: _P_A_Cc,__Date: 8/23/23 Shear Walls -Re/ati1•e Rigitli(I' Analysis (Pi1111etl Base) for: Grid AO 233.00 k Wall Type DescriJ)tion SJ Solid Strip Pier I Pier 2 Pier 3 No. or Walls Piers I Wall WallTyJ>e Description S2 Solid Strip Pier I Pier 2 Pier 3 No. or Walls Piers I Wall Wall Type DescriJ>tion SJ Solid Strip Pier I Pier 2 Pier 3 No. or Walls Piers I Wall Wall T)11c DescriJ)tion S4 Solid Strip Pier I Pier 2 Pier 3 No. or Walls Piers I Wall Wall T)11e DescriJ)tion ss Solid Strip Pier I Pier 2 Pier 3 No. or Walls Piers I Wall To/11/s: 5 *Dcncction Dcri\'ations: ti.solid L'istrip L'ipier Fix~Pin Fix~Fix Pin~Fix H L 17 32 () () 0 () () () 0 () H L 17 22 () () 0 () 0 0 0 0 H L 17 28 8 28 8 J 8 21.67 0 0 H L 17 28 13 28 13 8 13 8 0 0 H L 17 28 13 28 13 5.67 13 J 13 4 138 Ll=l(H'L)1+3(H/L) Ll~(H/L)1+3(H/L) Ll=l(H L)1+3(H/L) (H/L) 0.5313 (H/L) 0.7727 (H/L) 0.6071 0.2857 2.6667 0.3692 (H/L) 0.6071 0.4643 1.6250 1.6250 (H/L) 0.6071 0.4643 2.2928 4.3333 3.2500 /:J.' R fraction 2.193 0,4559 2.193 0.4559 o.405 /:J.' R fraction 4.164 0.2402 4.164 0.2402 0.214 /:J.' R fraction 2.717 0.3681 0.880 1.1358 83.852 0.0119 0.015 1.309 0.7641 0.985 1.289 0.7760 3.125 0.3200 0.285 /:J.' R fraction 2.717 0.3681 1.493 0.6698 22.039 0.0454 0.500 22.039 0.0454 0.500 11.020 0.0907 12.243 0.0817 0.073 !:J.' R fraction 2.717 0.3681 1.493 0.6698 55,089 0.0182 0.650 338.481 0.0030 0.106 147.063 0.0068 0.244 35.834 0.0279 37.057 0.0270 0.024 1.1247 1.000 V/Wall V /TyJ}e 94.44 94.44 V /Wall V /Tn1e 49.75 49.75 V/Wall V / T)11e 1.02 65.28 66.29 66.29 V /Wall V/Tn1c 8.46 8.46 16.92 16.92 V /Wall V /Type 3.64 0.59 1.36 5.59 5.59 233 Strip containing the opening & pi_e~~ 7 D/Pierl .!~ ' ' . ' . .' -t 1---------~ ~ jPier1 : (a) Solid strip (b) (c) (d) Tilt~Up Shenr Wall Grid Line Load Distribution Grid AO (E) CSE _P_r--'01'--·e_ct_:_D_e_m_,_p_se..,_y_O_f_fi_ce_B_m_·1ct_i_ng"---~-------Shcct No. ___ _ Project No: PC23004 Cale. By: _P_A_C __ Date: 8/23/23 Shear Walls -Relative Rigidity Analysis (Pi1111ed) for: Grid AO 233.00 k Wall Type Description SJ Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers l Wall Wall Type Description S2 Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers l Wall Wall Type Description S3 Solid Strip Pier l Pier 2 Pier 3 No. of Walls Piers l Wall Wall Type Description S4 Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers l Wall Wall Type Description S5 Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers l Wall Totals: 5 *DL•Oectiun Deri\11tions: t\soli<l Fix-Pin Ast rip Fi,-Fix L\pier Pin-Fix H L 17 32 7.5 32 7.5 4.5 7.5 10.5 7.5 6.25 H L 17 22 7.5 22 7.5 6.25 7.5 10.75 0 0 H L 17 28 8 28 8 3 8 21.67 0 0 H L 17 28 13 28 13 8 13 8 0 () H L 17 28 13 28 13 5.67 13 3 13 4 138 ,\~4(H/L)'➔ 3(HIL) i\~(HIL)'➔ 3(H'L) i\~4(H/L)'➔3(HIL) (H/L) 0.5313 0.2344 1.6667 0.7143 1.2000 (H/L) 0.7727 0.3409 1.2000 0.6977 (H/L) 0.6071 0.2857 2.6667 0.3692 (H/L) 0,6071 0.4643 1.6250 1.6250 (H/L) 0.6071 0.4643 2.2928 4.3333 3.2500 11· R 2.193 0.4559 0.716 1.3966 23.519 0.0425 3.601 0.2777 10.512 0.0951 2.407 0.4154 3.885 0.2574 11· R 4.164 0.2402 1.062 0.9413 10.512 0.0951 3.451 0.2897 2.598 0.3849 5.700 0.1754 11· R 2.717 0.3681 0.880 1.1358 83.852 0.0119 1.309 0.7641 1.289 0.7760 3.125 0.3200 11• R 2.717 0.3681 1.493 0.6698 22.039 0.0454 22.039 0.0454 I 1.020 0.0907 12.243 0.0817 11· R 2.717 0.3681 1.493 0.6698 55.089 0.0182 338.481 0.0030 147.063 0.0068 35.834 0.0279 37.057 0.0270 0.8615 fraction V/Wall 0.102 7.13 0.669 46.55 0.229 15.94 0.299 69.62 fraction V/Wall 0.247 11.73 0.753 35.72 0.204 47.45 fraction V/Wall 0,015 1.33 0.985 85.22 0.371 86.55 fraction V/Wall 0.500 11.04 0.500 11.04 0.095 22.09 fraction V/Wall 0.650 4.75 0.106 0.77 0.244 1.78 0.031 7.30 1.000 V /Type 69.62 V /Type 47.45 V /Type 86.55 V /Type 22.09 V /Type 7.30 233 Strip containing the Stnp co~ta,~1ng the -;···71 ,___ ______ __, -t (a) (b) .6.~udstrip (c) (d) Tilt-Up Shear Wall Grid Linc Load Distribution Grid AO (N) Project: Dempsey Ollke Building Sheet No. Project No: PC23004 Cale. By: PAC Date: 8/23/23 Shear Walls -(E) Wall vs (N) Wall Comparison: Grid AO l'anel (l!,J l'anel (l'IJ Panel ID# Shear Shear % Increase SI 94 70 -26% S2 50 47 -5% S3 66 87 31%, S4 17 22 31% S5 6 7 31% Tilt-Up Shear Wall Grid Line Load Distribution AO (E) vs (N) Project: Dempsey Office Building Sheet No. ---Project No: PC23004 Cale. By: PAC Date: 8/23/23 Shear Walls -Collector Analysis for: Grid AO (E) Grid AO Vtotal: 233.0 k Wall Type: SJ S2 S3 S4 S5 Reaction, R: 94.44 k 49.75 k 66.29 k 16.92 k 5.59 k Length, L: 32.00 ft 22.00 ft 28.00 ft 28.00 ft 28.00 ft Wall Type R Cum.R L Trib V Cum.V Collector SJ 94.4 94.4 32.0 54.0 54.0 -40.4 S2 49.8 144.2 22.0 37.1 91.2 -53.0 S3 66.3 210.5 28.0 47.3 138.4 -72.0 S4 16.9 227.4 28.0 47.3 185.7 -41.7 S5 5.6 233.0 28.0 47.3 233.0 0.0 Totals: 5 233.0 138.0 233.0 I Max. T = 72.0 k Tilt-Up Shear Wall Grid Line Load Distribution AO Drag _P_r_o::..je_c_t:_D_e_n..,1p:...s_e:...~'_o_r_fi_ce_B_u_ild_i_n-"g _________ Sheet No. ___ _ Project No: PC23004 Cale. By: .:.P..:.A::..;C;;..__Date: 8/23/23 Shear Walls -Relative Rigidity Analysis (Pinned Base) for: Grid 1 233.00 k Wall Type Description El Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers 1 Wall Wall Type Description E2 Solid Strip Pier 1 Pier 2 Pier 3 No. of Walls Piers 1 Wall Wall Type Description E3 Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers l Wall Wall Type Description E4/E5 Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers 2 Wall Wall Type Description E6 Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers l Wall Totals: 6 *Deflection Derivations: 6.soli<l 6.slrip 6.pier Fix-Pin Fix-Fix Pin-Fix H L 17 24 7.5 24 7.5 3 7.5 4 7.5 2 H L 17 15.33 7.5 15.33 7.5 2 7.5 3 0 0 H L 17 18.67 7 18.67 7 13.67 7 l.67 0 0 H L 17 20 0 0 0 0 0 0 0 0 H L 17 21.33 0 0 0 () 0 0 0 0 119.33 6=l(H/L)'+3(H/L) 6=(HiL)3+3(H/L) 6=4(H/L)3+3(H/L) (H/L) 0.7083 0.3125 2.5000 1.8750 3.7500 (H/L) I. I 089 0.4892 3.7500 2.5000 (H/L) 0.9106 0.3749 0.5121 4.1916 (H/L) 0.8500 (H/L) 0.7970 t:,.' R fraction V/Wall V /Type 3.547 0.2820 0.968 1.0330 70.000 0.0143 0.285 3.52 31.992 0.0313 0.625 7.70 222.188 0.0045 0.090 1.11 19.982 0.0500 22.561 0.0443 0.053 12.33 12.33 Strip containing the o~~ning & pi_e~~ 7 □fP_,Jer2 ,' l . ' 1---------' --t (a) t:,.' R fraction V/Wall V /Type 8.782 0.1139 1.585 0.6310 ~r••ll 222.188 0.0045 0.240 1.10 70.000 0.0143 0.760 3.50 ' , ; .Solid strip 53.230 0.0188 60.427 0.0165 0.020 4.60 4.60 t:,.' R fraction V /Wall V / Type (b) 5.751 0.1739 6.!lOlidstrip 1.178 0.8493 2.073 0.4823 0.993 41.66 H l'l ii 307.156 0.0033 0.007 0.28 " f Solid strip 2.059 0.4856 (c) 6.633 0.1508 0.180 41.94 41.94 L\.'f"!n ~lrip t:,.' R fraction V/Wall V /Type 5.007 0.1997 H .. . ., :'Pieri ,iPier2 ' • I I (d) 5.007 0.3995 0.477 55.57 111.13 t:,.' R fraction V /Wall V /Type 4.416 0.2264 4.416 0.2264 0.270 63.00 63.00 0.8376 1.000 233 Grid 1 V101a1: 233.00 k Wall Type Description El Solid Strip Pier I Pier2 Pier 3 No. of Walls Piers I Wall Wall Type Description E2 Solid Strip Pier 1 Pier 2 Pier 3 No. of Walls Piers 1 Wall Wall Type Description E3 Solid Strip Pier 1 Pier 2 Pier 3 No. of Walls Piers I Wall Wall Type Description E4/E5 Solid Strip Pier I Pier 2 Pier 3 No. of Walls Piers 2 Wall Wall Type Description E6 Solid Strip Pier 1 Pier 2 Pier 3 No. of Walls Piers 1 Wall Totals: 6 *Deflection Derivations: llsolid llstrip L\picr Fix-Pin Fix-Fix Pin-Fix _P_r--'oj'-e_ct_: _D_em--'p'-s_ev'-. _o_rn_,c_e_B_u_il_d_in--=g _________ Sheet No. ___ _ Project No: PC23004 Cale. By: _P_A_C __ Date: 1/9/24 H L 17 24 7.5 24 7.5 3 7.5 4 7.5 2 H L 17 15.33 7.5 15.33 7.5 2 7.5 3 0 0 H L 17 18.67 7 18.67 7 13.67 7 1.67 0 0 H L 17 20 7.5 20 7.5 6.5 7.5 8.5 0 0 H L 17 21.33 0 0 0 0 0 0 0 0 119.33 ll=l(HIL)1+3(H/L) ti-(H/L)3+3(1!/L) ti-4(HIL)1+ 3(HIL) (H/L) l:J.' 0.7083 3,547 0.3125 0.968 2.5000 70,000 1.8750 31.992 3.7500 222.188 19.982 22,561 (H/L) 1:J.' 1.1089 8.782 0.4892 1.585 3.7500 222.188 2.5000 70.000 53.230 60.427 (H/L) 1:J.' 0.9106 5.751 0.3749 1.178 0.5121 2.073 4.1916 307.156 2.059 6.633 (H/L) 1:J.' 0.8500 5.007 0.3750 1.178 1.1538 9.606 0,8824 5.395 3.455 7.283 (H/L) 1:J.' 0.7970 4.416 4.416 R fraction V/Wall V tn•pe 0,2820 1.0330 0,0143 0,285 4.14 0.0313 0.625 9.05 0.0045 0.090 1.30 0.0500 0.0443 0,062 14.49 14.49 R fraction V/Wall V /Type 0.1139 0.6310 0.0045 0.240 1.30 0.0143 0.760 4.11 0.0188 0.0165 0.023 5.41 5.41 R fraction V/Wall V /T1•pe 0.1739 AioHd1trip 0.8493 0.4823 0,993 48.96 0,0033 0,007 0.33 0.4856 0.1508 0,212 49.29 49.29 Aopcn 1trip R fraction V/Wall V /Type 0.1997 0.8491 0.1041 0.360 16.14 0.1854 0.640 28.74 H JS, rPiec( 0.2895 0.2746 0.385 44.89 89.78 R fraction V/Wall V /Type 0.2264 0.2264 0.318 74.03 74.03 0.7127 1.000 233 (a) (b) (c) (d) Strip containing the opening & l r: r, rJ>ier2 ' Project: Dempsey Office Building Sheet No. --------------------Project No: PC23004 Cale. By: PAC Date: 1/9/24 Shear Walls -(E) Wall vs (N) Wall Comparison: Grid 1 Panel (E) Panel (N) % Panel ID# Shear Shear Increase El 12 14 18% E2 5 5 18'¼, E3 42 49 18% E4/E5 56 45 -19% E6 63 74 18% Project: Dempsey Office Building Sheet No. ---Project No: PC23004 Cale. By: PAC Date: 1/9/24 Shear Walls -Collector Am1lysis for: Grid 1 (E) Grid 1 VtotaI! 233.0 k Wall Type: El E2 E3 E4/E5 E6 Reaction, R: 12.33 k 4.60 k 41.94 k 55.57 k 63.00 k Length, L: 24.00 ft 15.33 ft 18.67 ft 20.00 ft 21.33 ft Wall Type R Cum.R L Trib V Cum.V Collector El 12.3 12.3 24.0 46.9 46.9 34.5 E2 4.6 16.9 15.3 29.9 76.8 59.9 E3 41.9 58.9 18.7 36.5 113.2 54.4 E4/E5 55.6 114.4 20.0 39.l 152.3 37.9 E4/E5 55.6 170.0 20.0 39.1 191.4 21.3 E6 63.0 233.0 21.3 41.6 233.0 0.0 Totals: 6 233.0 605.6 119.3 233.0 ! Max. T = 59.9 k (N) Grid 1 VtotaI! 233.0 k Wall Type: El E2 E3 E4/E5 E6 Reaction, R: 14.49 k 5.41 k 49.29 k 44.89 k 74.03 k Length, L: 24.00 ft 15.33 ft 18.67 ft 20.00 ft 21.33 ft Wall Type R Cum.R L Trib V Cum.V Collector El 14.5 14.5 24.0 46.9 46.9 32.4 E2 5.4 19.9 15.3 29.9 76.8 56.9 E3 49.3 69.2 18.7 36.5 113.2 44.1 E4/E5 44.9 114.1 20.0 39.1 152.3 38.2 E4/E5 44.9 114.1 20.0 39.1 152.3 38.2 E6 74.0 188.1 21.3 41.6 193.9 5.8 Totals: 6 233.0 119.3 233.0 ! Max. T = 56.9 k ! -5% OK w/in 1()0/4, _P_r_oJ'-. e_c_t:_D_e_n-'1p_s-'e)'-' _O_ff_ic_e_B_u_i_ld_i_ng"-----,--------Sheet No. ___ _ Project No: PC23004 Cale. By: _P_A_C __ Date: 8/23/23 Shear Walls -Relative Rigidity Analysis (Pi1111ed Base) for: Grid A4-6 233.00 k Wall Type Description WI Solid Strip t Pier I 6.5 Pier 2 Pier 3 No. of Walls Piers l Wall Wall Type Description JV2 Solid Strip t Pier I 6,5 Pier 2 Pier 3 No. of Walls Piers I Wall Wall Type Description W3 Solid Strip t Pier I 6,5 Pier 2 Pier 3 No. of Walls Piers I Wall Wall Type Description W4 Solid Strip t Pier I 6.5 Pier 2 Pier 3 No. of Walls Piers I Wall Wall Type Description ws Solid Strip t Pier I 7.25 Pier 2 Pier 3 No. of Walls Piers I Wall Wall Type Description W6 Solid Strip t Pier I 7.25 Pier 2 Pier 3 No. of Walls Piers l Wall Totals: 6 *Deflection 01.•ri\'ations: 6.solid Fix-Pin 6.strip Fix"Fix 6.pier Pin-Fix H L 17 21.33 0 0 0 0 0 0 0 0 H L 17 18 0 0 0 0 0 0 0 0 H L 17 22.5 0 0 0 0 0 0 0 0 H L 17 22 0 0 0 0 0 0 0 0 H L 17 16 7.5 16 7.5 6.5 7.5 2 0 0 H L 17 24 7.5 24 7.5 2 7.5 4 7.5 3 123.83 i,~4(H/tL)3+3(HitL) i,~(H/tL)'+ 3(HitL) 1'=1(HitLJ-'+3(HitL) (H/tL) /:,.' R 1.4714 17.156 0.0583 17.156 0.0583 (H/tL) !:,.' R 1.7436 26.434 0.0378 26.434 0.0378 (H/tL) I:!.' R 1.3949 15.040 0.0665 15.040 0.0665 (H/tL) I:!.' R 1.4266 15.893 0.0629 15.893 0.0629 (H/tL) I:!.' R 1.7586 27.032 0.0370 0.7759 2.795 0.3578 1.9098 33.593 0.0298 6.2069 975.117 0.0010 32.474 0.0308 56.711 0.0176 (H/tL) I:!.' R 1.1724 9.963 0.1004 0.5172 1.690 0.5917 6.2069 975.117 0.0010 3.1034 128.872 0.0078 4.1379 295.820 0.0034 82.199 0.0122 90.473 0.0111 0.2542 fraction V/Wall 0.229 53.42 fraction V/Wall 0.149 34.67 fraction V/Wall 0.262 60.94 fraction V/Wall 0.248 57.67 fraction V/Wall 0.967 15.62 0.033 0.54 0.069 16.16 fraction V/Wall 0.084 0.85 0.638 6.46 0.278 2.82 0.043 10.13 1.000 V /Type 53.42 V /Type 34.67 V /Type 60.94 V /Type 57.67 V /Type 16.16 V /Type 10.13 233.00 l ' 4nslrip ~ f Pierl ! (a) Sllliihtrip (b) (c) (d) {,: }Pier2 ! CSE _P_r_oJ_· e_ct_: _D_em---'-p_se-'-y_O_f_fi_ce_B_111_·1d_i_ng"--________ Sheet No. __ _ Project No: PC23004 Cale. By: PAC Date: Shear Walls -Relative Rigidity Analysis (Pinned Base) for: Grid A-6 233.00 k Wall Type Description H L WI Solid 17 21.33 Strip 0 0 t Pier l 0 0 6.5 Pier 2 0 0 Pier 3 0 0 No. of Walls Piers 1 Wall Wall Type Description H L W2 Solid 17 18 Strip 0 0 t Pier I 0 0 6.5 Pier 2 0 0 Pier-3 0 0 No. of Walls Piers 1 Wall Wall Type Description H L 1V3 Solid 17 22.5 Strip 12 22.5 t Pier l 12 5.25 6.5 Pier 2 12 5.25 Pier 3 0 0 No. of Walls Piers I Wall Wall Type Description H L W4 Solid 17 22 Strip 0 0 t Pier I 0 0 6.5 Pier 2 0 0 Pier 3 0 0 No. of Walls Piers 1 Wall Wall Type Description H L ws Solid 17 16 Strip 7.5 16 t Pier l 7.5 6.5 7.25 Pier 2 7.5 2 Pier 3 0 0 No. of Walls Piers I Wall Wall Type Description H L W6 Solid 17 24 Strip 7.5 24 t Pier l 7.5 2 7.25 Pier 2 7.5 4 Pier 3 7.5 3 No. of Walls Piers 1 Wall Totals: 6 123.83 *Denection Derivations: 8solid Astrip ..6.pier Fix-Pin Fix-Fix Pin-Fix ll=l(HltL)3+3(HltL) ll=(HltL)3+3(H/tL) ll=l(HltL)3+3(HltL) {H/tL} 1.4714 {H/tL) J.7436 {H/tL) 1.3949 0.9846 4.2198 4.2198 {H/tL) 1.4266 {H/tL) J.7586 0.7759 1.9098 6.2069 {H/tL) J.1724 0.5172 6.2069 3.1034 4.1379 t;.' R fraction V/Wall V /Type 17.156 0.0583 17.156 0.0583 0.301 70.12 70.12 ti' R fraction V/Wall V /Type 26.434 0.0378 26.434 0.0378 0.195 45.51 45.51 ti' R fraction V/Wall V /Type 15.040 0.0665 3.908 0.2559 313.218 0.0032 0.500 3.59 313.218 0.0032 0.500 3.59 156.609 0.0064 167.741 0.0060 0.031 7.17 7.17 ti' R fraction V/Wall V /Type 15.893 0.0629 15.893 0.0629 0.325 75.69 75.69 ti' R fraction V/Wall V /Type 27.032 0.0370 2.795 0.3578 33.593 0.0298 0.967 20.51 975.l 17 0.0010 0.033 0.71 32.474 0.0308 56.711 0.0176 0.091 21.21 21.21 ti' R fraction V/Wall V /Type 9.963 0.1004 J.690 0.5917 975.117 0.0010 0.084 1.12 128.872 0.0078 0.638 8.48 295.820 0.0034 0.278 3.69 82.199 0.0122 90.473 0.0111 0.057 13.30 13.30 0.1937 J.000 233.00 8/23/23 Strip containing the -~·;··71 1--------~ -t .6.wlidstrip H ~:. t Aorenitrip H n fI>ler I r (a) (b) (C) I' r.: rPier.i. (d) Project: Dempsey Office Building Sheet No. Project No: PC23004 Cale. By: PAC Date: 8/23/23 Shear Walls -(E) Wall vs (N) Wall Comparison: Grid 4-6 ranet \l\,J ranet \l'IJ "/o Panel ID# Shear Shear Increase Wt 53 70 31% W2 35 46 31% W3 61 7 -88% W4 58 76 31'¼, ws 16 21 31 '¼i W6 10 13 31%, Project: Dempsey Office Building Sheet No. ---Project No: PC23004 Cale. By: PAC Date: 8/23/23 --- Shear Walls -Collector Analysis for: Grid 4-6 (E) Grid 4-6 Vtotal: 233.0 k Wall Type: Wl W2 W3 W4 W5 W6 Reaction, R: 53.42 k 34.67 k 60.94 k 57.67 k 16.16 k 10.13 k Length, L: 21.33 ft 18.00 ft 22.50 ft 22.00 ft 16.00 ft 24.00 ft Wall Type R Cum.R L Trib V Cum.V Collector Wl 53.4 53.4 21.3 40.1 40.1 -13.3 W2 34.7 88.1 18.0 33.9 74.0 -14.1 W3 60.9 149.0 22.5 42.3 116.3 -32.7 W4 57.7 206.7 22.0 41.4 157.7 -49.0 W5 16.2 222.9 16.0 30.1 187.8 -35.0 W6 IO.I 233.0 24.0 45.2 233.0 0.0 Totals: 6 233.0 953.1 123.8 233.0 IMax. T= 49.0 k (N) Grid 4-6 Vtotal: 233.0 k Wall Type: Wl W2 W3 W4 W5 Reaction, R: 70.12 k 45.51 k 7.17 k 75.69 k 21.21 k Length, L: 21.33 ft 18.00 ft 22.50 ft 22.00 ft 16.00 ft 24.00 ft The load has decreased by 15% Wall Type R Cum.R L Trib V Cum.V Collector \Vl 70.1 70.1 21.3 40.1 40.1 -30.0 W2 45.5 115.6 18.0 33.9 74.0 -41.6 W3 7.2 122.8 22.5 42.3 116.3 -6.5 W4 75.7 198.5 22.0 41.4 157.7 -40.8 W5 21.2 144.0 16.0 30.1 146.4 2.4 W6 13.3 157.3 24.0 45.2 191.6 34.3 / Total" / ,---6--,--2-3-3-.0------1-23-.-8--23-3-.0-.. M-ax-.-T-=--4-1-.6-k---< -15% OK w/in 10% Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 8/18/2023 (E) Tilt-Up Shear Wall Design A. Grid AO 1. Per Relative Rigidity Excel spreadsheet, tilt wall panels S3-S5 shear demand increased > 10% a. Shear Demand (Grid AO)= OuF = XQE/(C1C2J) = XQE/(C1C2J) ➔(ASCE 41 Eq. 7-35) i. QE = V = C1C2CmSaW = 7181</2 = 359 k (BSE-2N) ii. J = 2.0 (ASCE 41 Section 7 .5.2.1.2) & X = 1.3 (ASCE 41 Section 7 .5.2.1.2) iii. C1 = C2 = 1.0 (Per Pseudo Lateral Force Spreadsheet) iv. OuF = 1.3 x 359k / (1.0 x 1.0 x 2.0) = 233 k (Total Seismic Shear to Grid AO) v. VuF = 85k (Per Grid AO Relative Rigidity Analysis Spreadsheet -Panel S3) b. Lower-Bound Shear Strength= KOCL (ASCE 41 Section 7.5.2.2.2) i. Check Panel S3 -21 '-8" Pier (Panels S4 & S5 have very low shear stress) ii. K = 0.9 (ASCE 41 Table 6-1) iii. f'c1 = 3,000 psi (existing drawings) iv. fy1 = 40,000 (existing drawings) V. QCL = Ac (acAYf'ct + p1fy1) = VcL (ACI 318-19 Equation 10.10.4.1) • Ac= 21.67' X 12" X 6.5" = 1,690 in2 • HwlLw= 17'/21.67' = 0.785 < 1.5 ➔ ac = 3.0 • Pt= 0.20 in2/(14" X 6.5") = 0.0022 • A= 1.0 • KV cL = 0.9 x1 ,690 (3.0x1 .ox✓3,000 + 0.0022x40,000)/1000 = 384 k • DCRv = VuF / VCL = 85/384 = 0.22 < 1.0 ➔ OK c. Flexural Demand & Lower-Bound Strength (Grid AO Panel S3) i. MuF = VuF x 17' = 85k x17' = 1,445 k-ft ii. f'ct = 3,000 psi, fyt = 40,000, Lwall = 260", bwall = 6.5", #4@ 14" OC (ctrd) vert • KMCL = 0.9 x McL = 1,445 k-ft (McL per spColumn) • DCRM = 0.96 < 1.0 ➔ OK d. Grid AO (flexural-critical) max DIC= 0.96, thus adding (3) window openings OK STFWCTUREPOINT • spColumn v10.00 (TM) 6.5 X 260 in General Information Project 1804 Aston Ave Column Grid AO Panel S3 Engineer PAC Code ACI 318-19 Bar Set Units Run Option Run Axis Slenderness Column Type Capacity Method Materials f, E, t, E, Section Type Width Depth Ag Reinforcement Pattern Bar layout Cover to Clear cover Bars Confinement type Total steel area, A, Rho Min. clear spacing ASTMA615 English Investigation X-axis Not Considered Structural Critical capacity 3 ksi 3122.02 ksi 40 ksi 29000 ksi Rectangular 6.5 in 260 in 1690 in2 9.52033e+006 in4 5950.21 in' Sides different Rectangular Transverse bars Other 4.95 in2 0.29 % 0.50 in 6000 P [kip] (Pmax) (Pmi~E+04 -1E+04 -2000 PM at 0.0 [deg] No. Pu M_, <l>Pn kip k-ft kip 27.0 1445.0 0.00 fs=0 -_fs=0 ______ _ (Pmax) 1E+04 fs=0.Sfy fs=0.Sfy M [k-ft] 2E+cf.fmin) cj>Mnx k-ft 1871.72 Page Ii Capacity Ratio 0.96 Max. Capacity Ratio: 0.96 Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date:~ /2023 B. Grid 1 1. Per Relative Rigidity Excel spreadsheet, tilt wall panels E 1-E3 & E6 shear demand increased > 10% i. OuF = 1.3 x 359k/(1.0 x 1.0 x 2.0) = 233 k (Total Seismic Shear to Grid 1) ii. VuF = 74 k (Per Grid 1 Relative Rigidity Analysis Spreadsheet -Panel E6) iii. By inspection; 21'-3" E6 pier (similar length & 10% lower demand), DCRv OK b. Flexural DCRM ok by inspection (similar length & 10% lower demand) OK 2. Walls E1 & E2 OK. by inspection (very low demands (15 kips shear max) 3. Check Wall E3 13'-8" pier for 49 k shear load (flexural-critical by inspection, see Grid AO) a. Flexural Demand & Lower-Bound Strength (Grid 1 Panel E3) i. MuF = VuF x 17' = 49 k x 17' = 833 k-ft ii. f'c1 = 3,000 psi, fy1 = 40,000, Lwall = 164", bwall = 6.5", #4 @ 14" OC (ctrd) vert • KMcL = 0.9 x MCL = 876 k-ft (MCL per spColumn) • DCRM = MuF / MCL = 833/876 = 0.95 < 1.0 ➔ OK b. Grid 1(flexural-critical) max DIC= 0.95, thus adding (2) window openings OK STRUCTUREPOINl -spColumn v10.00 (TM) 6.5 X 164 in General Information Project 1804 Aston Ave Column Grid AO Panel S3 Engineer PAC Code ACI 318-19 Bar Set Units Run Option Run Axis Slenderness Column Type Capacity Method Materials f, E, f, E, Section Type Width Depth A, Reinforcement Pattern Bar layout Cover to Clear cover Bars Confinement type Total steel area, A, Rho Min. clear spacing ASTMA615 English Investigation X-axis Not Considered Structural Critical capacity 3 ksi 3122.02 ksi 40 ksi 29000 ksi Rectangular 6.5 in 164 in 1066 in' 2.38926e+006 in4 3753.21 in4 Sides different Rectangular Transverse bars Other 3.55 in' 0.33 % 0.50 in (Pmax) (Pmint)E+04 fs=0.5fy fs=0.5fy fs=0 -is=o- -5000 PM at 0.0 [deg] No. Pu kip 20.0 3000 -1000 Mux k-ft 867.0 P [kip] fs=0 (Pmax) --fs=0 ------- <l>Pn kip 5.04 fs=0 .5fy fs=0.5fy M [k-ft] 5000 1E+@min) 4'Mnx k-ft 876.82 Page 11 Capacity Ratio 0.99 Max. Capacity Ratio: 0.99 Project: 1825 Aston Ave Dempsey Renovation Sheet No: ____ _ Project No: PC23004 Cale. By: PAC Date: 8/18/2023 C. Grid 4/5/6 1. Per Relative Rigidity Excel spreadsheet, tilt wall panels W1 -W2 & W4-W5 demand increased > 10% 2. Solid Panel W1 (Lwau = 256") w/ VuF = 70k =82% of Grid AO Panel S3 a. Thus due to lower DIC ratios, Grid 4/5/6 adding 1 roll-up door opening OK 1825 Aston Ave Dempsey Renovation PC23004 2.2 OUT-OF-PLANE DESIGN © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/ 1 /2023 Strong-Back Design @ (N) Openings in (E) Tilt-Up Walls A. Seismic & Wind Forces for 6-1/2" Thick Walls (ASCE 7-16 Section 12.11.1) 1. Fp = 0.4 X Sos X 10 X Wp = 0.4 X 0.794 x 1.0 x WP= 0.32Wp = 26 psf I. Wp = 6.5 + 12 x 150 pct= 81 psf 2. Wind Loads (ASCE 7-16) I. Pwl = 18 psf Buildina Classilic•lion: [li.,,:J,_ )~JmtJ Sj.>l't"J, V. 1:-xpn)'.\Jt:-• t:,i!t::c-]r~·•, 1,P { , [I) l ,: I <1fn)l( 141t.1 l:1rlnr' K:· ,•,tr~J IJ,t:: :.1,.1rdl,:f h,·_:)'.:i, K 1 lr).-~•111:11 ptt!s~,1.nt• cc.-Jffirtt:11l. ♦GG1, lr~~rn~,1 prt!-:.•1urc t:t'"''-'lfil a~nl, G•.:::1, 9~ f71Ph 1V1t:,it:1 1'1 fur.f ll.;:n1 hm.t1J1tt.'1I, II C ~ ;i•,~ hr· •Jhl h iJ ,sr,. L11:,«•~1 t·•"Jf l•.111~,11 n,i •1P.IH•·'-11·, ~fl(1 Mn·~ tq1 cl r~·ir.,r.t~•I f""l~1i1tin•1 1.00 Hir rv:.1! f'( rn NP o 1:15 At t)rntrn;d f,J1 T_it)-."h,-!?,(t' :Y t;i N)7 0. HJ Ma,11 kp i.:' i;w.-ii:+_•1 t1\:1~•,1t,un -:t IH 7 ,, (1,;,.n ,rniJ tt,t: 1J7/ 11t~U 1bU ---~----~--~-------··~ B. 5'-0" Wide x 7'-6" Tall Window Opening 1. L Girt@ Top of Opening I. WEQ = 26 psf X 9'/2 = 117 plf II. WwL 18 psf x (9' + 7.5')/2 = 149 plf ltl ti f,5 fl 11 ii N N f,<I ft 'b::.t\Jcily P'tJt.t.llfC (Ut:4f, ti! ti, K,, VP!ndly p·V1•,~,11rn ;\I h rt -_r.,,\_H i!y ~••p;_r,, U.t>Hff IH f\Hrdf,(•I. t-:. ,. •~•r•'<'1t:i1y p~1:,~.!.urr: ,11 parnp1:t r;, V/alit' <11 pr;1~r,Ln> r.t,{:]11 7-:,r,;:, ~.: r,11d1.,+At0,,1;11,1 Ill. Mu= 149 plf x 7'2/8 = 1.0 k-ft <~Mn= 6.4 k-ft ➔L 5x5x3/8 Beam OK i. RwL = WwL x 5/2 = 0.375k ➔ Governs ii. REo = WEQ x 5/2 = 0.293k 2. L-Jamb Girt Each Side of Opening 11 ll/ il.6 I. Wu= 26 psf x 1' = 26 plf & Pu= 0.375k@ 8.5' (mid-height= conservative), L = 17' II. Mu= Wu X L2/8 + Pu X L/4 = 2.5 k-ft <~Mn= 10.6 k-ft Ill. 6u = 0.31" = L/663 < L/150 (ACI 318 Section 11.8.1.1 ➔ L 6x6x3/8 Post OK psi Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/ 1 /2023 Strong-Back Design @ (N) Openings in (E) Tilt-Up Walls 3. Out-of-Plane Wall Anchorage I. Fp = 0.4 X SosX kaX le X Wp = 0.4 X 0.794 X 2.0 X 1.0 X Wp = 0.64Wp = 52 psf i. Fp-Original = 52 psf X (17'/2 + 2') = 546 plf II. Fp (N)op9= 0.64Wp = 0.293k x 2 = 586 lbs x 10.5'/17' + (2x (17'-(7.5'+3')) = 28 plf i. Fp (%Increase)= (Fp-Original + Fp(N)Opg)/ Fp-Origina1-1 = 5.1% < 10% ok 1. .: No wall anchorage strengthening required C. 12'-0" Wide x 12'-0" Roll-Up Door Opening 1. HSS Girt@ Top of Opening (L = 13') I. wEo = 26 psf x 5'/2 = 65 plf II. wwL = 18 psfx 16.5'/2 = 149 plf Ill. Mu= 149 plf x 13'2/8 = 3.2 k-ft & ~u = 0.083" = l/1,880 i. HSS 6x6x1/4 Beam OK by inspection ii. RwL = WwL x 13/2 = 0.970k ➔Governs iii. REQ = WEQ x 13/2 = 0.423k 2. HSS Jamb Girt Each Side of Opening I. Wu= 26 psf x 1' = 26 plf & Pu= 0.970k@ 8.5' (mid-height= conservative), L = 17' II. Mu= Wu x L2/8 + Pu X L/4 = 5 k-ft Ill. ~u = 0.25" = L/822 < L/150 (ACI 318 Section 11.8.1.1 ➔ HSS 6x6x1/4 Column OK 3. Out-of-Plane Wall Anchorage I. Fp = 0.4 X Sos X ka X le X Wp = 0.4 X 0. 794 X 2.0 X 1.0 X Wp = 0.64Wp = 52 psf i. Fp-Original = 52 psf X (17'/2 + 2') = 546 plf Ill. Fp (N) Opg= 0.64Wp = 0.423k x 2 = 845 lbs x 12' + 17'= 596 lbs+ 2 (17'-12') = 60 plf ii. Fp (% Increase)= (Fp-Original + Fp (N) Opg)/ Fp-Original -1 = 5.3% < 10% ok 1. .: No wall anchorage strengthening required 4. Wall Spandrel Gravity Design I. WoL = 75 psf x 7' + 13 psf x 1 O' = 655 plf & wRLL = 20 psf x 1 O' = 200 plf i. Wu = 1.2 X WoL + 1.6 X WRLL = 1,106 plf Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/ 1 /2023 Strong-Back Design @ (N) Openings in (E) Tilt-Up Walls 11. Mu = Wu x L 2/8 = 1.106 kif x 122 + 8 = 20 k-ft i. As> Mu/4d = 20 + (4 x (7'x12" -14") = 0.0714 in2 < 0.2 x 12/14 x 40/60 = 0.11 in2 1. .: Remaining 7' tall spandrel w/#4@ 14" oc EW OK 5. (N) Roll-Up Door SOG Anchorage @ (E) Retaining Tilt-Up Panel I. Mu = 1.6 X 50 pct x 4.53 + 6 = 1.2 k-ft/ft i. As> Mu/4d = 1.2 + (4 x 3") = 0.10 in2/ft < 0.31 x 12/14 = 0.27 in2/ft ➔ Wall OK ii. Ru (SOG) = 1.6 x 50 pct x 4.52 + 6 + 3 = 270 pit iii. ~Rn= 0. 9 x 40,000 psi x 3" + (22" x 40/60) x 12 + 48 = 1,840 plf ➔ (E) Dowels OK 1825 Aston Ave Dempsey Renovation PC23004 3. RTU SUPPORT & ANCHORAGE © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 3.1 (E) FRAMING UNDER RTU's © 2023 Carlson Structural Engineering, LLC. N U) • TABLE NO. 25-A-1-ALLOWABLE UNIT STRESSES-STRUCTURAL LUMBER-(Contlnued) Allowable Unit Stresses for Structural Lumber-VISUAL GRADING (Normal loading. See also Section 2504) ALLOWABLE UNIT STRESSES IN POUNDS PER SQUARE INCH EXTREME FIBER IN BENDING Fb Comp,9s-con:ipru-MODULUS Tension slon per-Slan SIZE Single· Repetltl•• Parallel Horizontal pendlcular P•rallel OF SPECIES AND CLASSIFI-member member to Grain Shear to Grain to Grain ELASTICITY COMMERCIAL GRADE CATION Uses Uses F, Fv F.,J. 21 Fe E 21 DOUGLAS FIR -LARCH (Surfaced dry or surfaced green. Used at 190ft max. m.c.) DOUGLAS FIR -LARCH (North) Dense Select Structural 2450 2800 1400 95 730 18SO 1,900,000 Select Structural 2100 2400 1200 95 625 1600 1,800,000 Dense No. I 3:>50 2400 1200 95 730 1450 1,900,000 No. I 2• to 4" 1750 2050 1050 95 625 1250 1,800,000 Dense No. 2 thick 1700 1950 1000 95 730 1150 1,700,000 No.2 2" to4" 1450 1650 850 95 625 1000 1,700,000 No.3 wide 800 925 475 95 625 600 1,500,000 Appearance 1750 2050 1050 95 625 1500 1,800,000 Stud 800 92.S 475 95 625 600 1,500,<m Construction 2" lO 4" 1050 1200 625 95 625 1150 1,500,000 Standard thick (iOO 675 350 95 625 925 1,500,00) Utility 4" wide 215 325 17.S 95 625 600 1,500,000 Dense Select Structural 2100 2400 1400 95 730 1650 1,900,000 Select Structural 1800 2050 1200 95 625 1400 I,800,rol DenseNo. I 2" tn4' 1800 2050 1200 95 730 1450 1.900.000 No. l thick 1500 1750 1000 95 625 1250 1,800,0001 ucnseNo. z S" and 1450 1700 775 95 730 1250 1,700,(XX) No.2 wider 1250 1450 650 95 625 1050 1,700,00) No. 3 and Stud 725 850 375 95 625 675 1,500,(XX) Appearance 1500 1750 1000 95 625 1500 1,800,000 GRADING RULES UNDER WHICH GRADED ~GA, WCLIB, and WWPA (See footnotes 2 through 9, 11, 13, 15 and 16) N C{1 r .... ... (D CD -C: ~ "T1 0 :u ::!: a, C: r-e z G) 0 0 0 m Project: 1825 Aston Ave Dempsey Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/2/23 Wood Beam Calculations for: (E) 4x14@ HP-13 l4x14 DF#l (1991 UBC) Loading Dead Load W beam [#/ft] 11.27 W unifom1 (#/ft] 93.00 W max [#/ft] 0.00 P1 [#] 330.00 P2 [#] p3 [#] P4 [#] Ps [#] P6 [#] P1 [#] Px [#] Cd=1.25 Cr=1.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CF= 1.000 Unbraced Length (rt)= 1.00 CL= 0.996 Le [in] 24.72 RB= 5.17 Fb*[psi] 1,875 Emin' [psi] = 620,000 FbE (psi] 27,825.6 FbE/Fb* = 14.84 A [in2] = 46.4 S [in3) = 102 I [in4) = 678 Live Load NIA 160.00 0.00 (1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < SO. ok Dimensional, DF#l Span [ft]: 20.00 Distance, Xn [ft] 4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 General Loading Diagram W max 1 i I 11 I I i I 11 I I H I 11 I I i I 11 I 11 I 11 I 11 I i II w unifonn E n ,_x'~,-dJ ( 1,307 + 1,600) # ( 1,109 + 1,600) # !Shear TL: 2,906.7 # fv = 1.5 (2,906.7) / 46.4 = 94.0 psi Fv'= Fv(Co) Fv'= 225.0 psi ok I Moment TL: 13,881.8 [#-ft] @ X [ft] : 9.75 f1i= 12 ( 13,881.8) / 102.4 = 1,626.6 psi F1i'= Fb (CD) CF (Cr) CL (Cfu) Fb'= 1,868.3 psi ok Deflection L'. LL: ok L'. TL: ok DL: 0.35 [in], LI 682 ,,, LL: 0.47 [in], LI 509 L/240 ..-1 TL: 0.82 [in], LI 292 L/180 ,.. I IFo, GLB Use Only-NIA (E) 4xl4 Beam -HP-13.xlsm Beam Project: 1825 Aston Avenue Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 12/6/2023 Grid B GLB's Grid 81-81.5 (5-1/8 x 21 24F-V4)@ HP-15: DL = 12 psf, RLL = 20 psf, TA= 27.5' x 20'-4" = 560 sf--> RLL, = 12 psf, WoL(GLB) = 24 plf P1-DL = 20.33' x 8.25' x 12 psf = 2,013# = P1-Ru P2-0L = 20.33 x 8' x 12 psf = 1,952# = P2-RLL PRru-1 = 800 # x 0.9 x 0.4 -12 psf x 26 sf x 0.9x0.4 = 177# PRru2= 800 # x 0.9 x 0.6 -12 psf x 26 sf x 0.9x0.6 = 264# M = 53,378 /b-ft --> fb = 1700 < Fb,=2600 psi, V = 7,968# --fv = 110 psi< Fv = 331 psi ,1RLL = 0.43" = L/765 < L/240 & L1n = 1.0" = L/184 < L/332 + (E) Camber= 3/4" .". (E) 5-1/8" x 21 24F-V4 OK R,u = 3,30211 fllhl 2,385# 8'-6" Grid B2.8-83.3 (5-1/8 x 16-1/2 24F-V4): 27'-6" _ 5-i /Sx2 ij24i=-V L1) H,1,1 ~ 4,43511 11,.F( = 3,532/1 DL = 12 psf, RLL = 20 psf, TA = 22' x 20.33' = 44 7 sf --> RLL, = 15 psf, WoL(GLB) = 20 plf P10L=20.33x8'x 12psf& 1,952#=P1mL= 1952x 15/12=2440# :. (E) 5-1/8" x 21 24F-V4 OK--> Reactions for Adjacent GLB Design on next page P, R,c, = R.[H c- Rir,L = 2,440 n.C, 2,440 Grid 81.6-82.8 (5-1/8 x 24 24F-V8)@ HP-16 & HP-18: DL = 12 psf, RLL = 20 psf, TA= 45.5' x 20.33' = 925 sf --> RLL, = 12 psf, WoL(GLB) = 27 plf P10L = 20.33 x 8' x 12 psf = 1,952# = P1RLL P20L = 4,435#, P2-RLL 3,532#, p3-DL = 2,084#, p3RLl = 2,440# PRru1 = 800 # x 0.9 x 0.4 -12 psf x 26 sf x 0.9x0.4 = 177# PRn12= 800 # x 0.9 x 0.6 -12 psf x 26 sf x 0.9x0.6 = 264# See next page for design-->:. (E) 5-1/8" x 21 24F-V4 OK fln = 3,981 Fl,11 = 3,410 8'-0" R., = !i,608 n,, ~ 5,129 Project: 1825 Aston Ave Dempsey Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/2/23 Wood Beam Calculations for: (E) 5 1/8 x21 GLB@ HP-15 Is 1/8 x 21 GLB ( c = 0.1 in) 15 1/8 X 21 ... I 24FV4 DF/DF Loading W beam [#/ft] W unifonn [#/ft] W max [#/ft] P1 [#] P2 [#] p3 [#] P4 [#] Ps [#] P6 [#] P1 [#] P8 [#] Cd=1.25 1 ·;, l Cr=1.0 1,;I Dead Load 26.16 24.00 0.00 2,013.00 1,952.00 1,952.00 177.00 264.00 0.00 0.00 0.00 CV= 0.920 Unbraced Length [ft) = 1.00 CL= 0.997 Le [in] 24.72 RB= 4.45 Fb*[psi] 3,000 Emin' [psi] = 930,000 FbE [psi] = 56,465.6 FbE/Fb* = 18.82 A [in 2) = 107.6 S [in3] = 377 I (in4] = 3955 Live Load NIA 0.00 0.00 2,013.00 1,952.00 1,952.00 0.00 11.00 0.00 0.00 0.00 < 50. ok Glu-lam, 24FV4 DF/DF Span [ft]: 27.50 Distance, Xn [ft] 8.50 16.50 24.50 8.50 16.50 0.00 0.00 0.00 General Loading Diagram W max 111 BI i 1111111 U 1111111111111 f I I 111111 W unifonn E n x,~,-dJ ( 3,302 + 2,385 ) # ( 4,435 + 3,532) # fv = 1.5 (7,967.7) / 107.6 = 111.0 psi Fv'= F,,(Co) Fv'= 331.3 psi ok 'Moment TL: 53,378.1 [#-ft] @x [ft]: 16.50 f1i= 12 (53,378.1) / 376.7 = 1,700.4 psi F1,'= Fb (CD) (CV or CL) Fb'= 2,761.3 psi ok Deflection b LL: ok DL: 0.56 [in], L/ 5_8_6 __ _ LL: 0.43 [in], L/ 765 TL: 0.99 [in], L/ 332 For GLB Use Only k*DL: 0.84 [in] 1600 ft Radius: 0.71 [in] Specified Camber: 0.10 [in] DL (net): 0.74 [in], L/ 443 TL(net): 1.18[in], L/281 L/240 L/180 k = 1.5 b TL: ok (E) 5x21 GLB -HP-15.xlsm Beam Project: Project Location: 1825 Aston Ave Folder: Folder Type: HP-13 & HP-16 RedSpec™ by RedBuilt™ v7.1.15 Date: 12/3/23 6:29 AM Designer: PAC Comment: 5.125"x24" GLB 24F-V4 DF This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Shear (lb) 46% Positive Moment (ft-lb) 61% Negative Moment (ft-lb) 95% DEFLECTIONS (in) % Span Live 48% Span Total 51% Overhang Live (down) 76% Overhang Total (down) 50% Overhang Live (up) Overhang Total (up) SUPPORTS Live Reaction, Critical (lb) (DOLO/o) Dead Reaction (lb) Total Reaction (lb) (DOLO/o) Bearing Support Req'd Bearing (in) SPANS AND LOADS Design Allow. DOL -12404 27162 Roof(125%) 66333 109609 Roof(125%) -52940 55609 Roof(125%) Design Allow. 0.805 1.663 1.124 2.217 0.459 0.600 0.404 0.800 -0.483 -0.529 Support 1 11345 (125) 12873 24218 {125) Bottom Wall 7.27 Design L/ 496 L / 355 2L / 314 2L / 357 2L / 298 2L / 272 Support 2 10321 (125) 10088 20409 (125) Bottom Wall 6.13 Allow. L/ 240 L / 180 2L / 240 2L / 180 Combination 1.0D+l.0Lr l.0D+l.0Lr 1.0D+l.0Lr Combination 1.0D+l.0Lr 1.0D+l.0Lr 1.0D+l.0Lr 1.0D+l.0Lr Pattern All Spans Even Members All Spans Pattern Even Members Even Members Odd Members Odd Members Dimensions represent horizontal design spans. Member Slope: 0/12 ~ i C; 6'-0.0" 33'-3.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Uniform psf Roof(125%) 12 12 0 1'-0.0" ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Point lb Roof(125%) 3532 4435 0'-0.0" Adds To Point lb Roof(125%) 1952 1952 5'-0.0" Adds To Point lb Roof(125%) 1952 1952 13'-0,0" Adds To Point lb Roof(125%) 1952 1952 13'-0.0" Adds To Point lb Roof(125%) 1952 1952 21 '-0,0" Adds To Point lb Roof(125%) 1952 1952 29'-0.0" Adds To Point lb Roof(125%) 1952 1952 37'-0.0" Adds To Point lb Roof(125%) 1952 1952 45'-0.0" Adds To Point lb Roof(125%) 2440 2084 45'-3.0" Adds To Point lb Roof{125%) 0 264 5'-0.0" Adds To Point lb Roof(125%) 0 177 13'-0,0" Adds To Point lb Roof(125%) 0 264 29'-0,0" Adds To Point lb Roof(125%) 0 177 37'-0.0" Adds To NOTES • Building code and design methodology: 2021 !BC ASD (US). • Product Acceptance: ICC-ES ESR-2993 and LABC/LARC Supplement. • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top edge. Lateral support required at bearings for bottom edge. C: \Users\carls\OneDrive\Desktop \PC's Work Computer Files\Eng ineering\CSE\Projects\2023\PC23004_Dempsey Office Building\Engineering\Calculations\RedSpec\PC23004_Dempsey Roof RTU's.red 12/3/2023 6:29:47 AM Project : Folder : HP-13 & HP-16 C; 6'-0.0" Member Type Roof Beam Comment Page 1 of 1 Pass/Fail PASS PASS PASS Pass/Fail PASS PASS PASS PASS The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt™ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'M associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt"', RedSpec™, Red-I™, Red-I45™, Red-I45L"', Red-IS8™, Red-I65™, Red-I90™, Red-I90H™, Red-I90HS™, Red-L™, Red-W™, Red-S'M, Red-M™, Red-H'", Redlam'", FloorChoice"' are trademarks of RedBuilt LLC, Boise ID, USA. Copyright© 2010-2022 RedBuilt LLC. All rights reserved. E Project: 1825 Aslo11 Avenue Dempsey Renovatio11 Sheet No: ___ _ Project No: F'C23004 Cale. By: PAC Date: 12/6/2023 Grid 8 & C.5 GLB's Grid 83.3·85 (5~1/8 x 24 24F-V8)@ HP-8: DL = 12 psf, RLL = 20 psf, TA= 33.25' x 20.33' = 675 sf--> F{LL, = ·12 psf, WouGLBJ = 27 plf P1 oL = 20.33' x 7.167' x 12 psf = i ,750# = P1 Rll P2m =-20.33 x 9.33' x 12 psi= 2,276# = Pu,LL F'sm cec• 20.33 X 8' X 12 psf"' 1,952# = PJRLL P401 = 2,084#, Prnu = 2,440# PRw 1 =-800 ti x 0.9 x 0.4 • 12 psf x 26 st x 0.9x0.4 = 177tl Pmu 2 =-BOO# x 0.9 x 0.6 -12 psf x 26 sf>-0.9x0.6 = 264:fl See next page for design·->:. (E) 5-1/8 x 21 24F-V4 OK 1-'riru 21 \ , \1 jl':i -r'.J '-~ ---__ '-1 ______ _ r' 21 ----~- (;' / ~l I n· -o" IL, 10.2B i fl,., -9,G!JO Gtid C.5-3.7 -C.5-4 (5-1/8 x 16-1/2 24F-V4) @-HP-7: H,,, 3,7/1 11_,, 3,Bf\~ DL 12 p~;f, RL L ==-20 psi, TA= 23.S' x 23.b' :.-5[-i2 sf--> RL I,=--·13 psf, Wm 1mi1 == 20 plf P1 [)/ =-23.5' x n.17' )._ 12 psf = 2,585// & P1 RLL =-2588:/i x 13/1::' = 2,800# f->2m '-23.!> x 8' x 1::-• psi 2,256i! & P,,,Ru = 2256/l x 13/12 '-2,,1,1/1;11 Pmu 1 --80() #).. 0.9 x 0.4 1? psi X ?6 sf x 0.9x0.4 177:// Pmu2 ROU:/lx0.9x0.6· 12psfx26sfx0.9x0.6 264// See followintJ 2nd page--.>:. (E) 5-1/8 x 16-1/2 24F-V4 OK 11, 2 3.40:1/1 ll, :i, I 19/i IO' 11" Ii.. ?'.JG?/i i I I ? I ?(,ti Project: Project Location: 1825 Aston Ave Folder: Folder Type: HP-8 RedSpec™ by RedBuilt™ v7.1.15 Date: 12/3/23 6:59 AM Designer: PAC Comment: 5.125"x24" GLB 24F-V8 DF This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Shear (lb) 41% Positive Moment (ft-lb) 60% Negative Moment (ft-lb) 83% DEFLECTIONS (in) % Span Live 39% Span Total 51% Overhang Live (down) 52% Overhang Total (down) 20% Overhang Live (up) Overhang Total (up) SUPPORTS Live Reaction, Critical (lb) (DOLO/o} Dead Reaction (lb) Total Reaction (lb) (DOLO/o) Bearing Support Req'd Bearing (in) HANGERS Model Right None Selected SPANS AND LOADS Design Allow. DOL 11071 27162 Roof(125%) 66255 109609 Roof(125%) -47634 57082 Roof(125%) Design Allow. 0.647 1.663 1.140 2.217 0.312 0.600 0.161 0.800 -0.379 -0.531 Support 1 9650 (125) 10281 19931 (125) Bottom Wall 5.98 Design L / 617 L / 350 2L / 461 2L / 896 2L / 380 2L / 271 Support 2 3884 (125) 3771 7654 (125) Flush Beam 2.30 Top Allow. L/ 240 L / 180 2L / 240 2L / 180 Face Combination Pattern 1.0D+l.OLr All Spans 1.0D+l.OLr Even Members 1.0D+l.OLr All Spans Combination Pattern 1.0D+l.OLr Even Members 1.0D+l.OLr Even Members 1.0D+l.OLr Odd Members 1.0D+l.OLr Odd Members Member Header Size Dimensions represent horizontal design spans. Member Slope: 0/12 D 6'-0.0" 33'-3.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Uniform psf Roof(125%) 12 12 0 1'-0.0" ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Point lb Roof(125%) 2440 2084 0'-0.0" Adds To Point lb Roof(125%) 1952 1952 1'-0.0" Adds To Point lb Roof(125%) 1952 1952 9'-0.0" Adds To Point lb Roof(125%) 1952 1952 17'-0.0" Adds To Point lb Roof(125%) 2276 2276 25'-0.0" Adds To Point lb Roof(125%) 1750 1750 35'-8,04" Adds To Point lb Roof(125%) 0 177 17'-0.0" Adds To Point lb Roof(125%) 0 264 9'-0.0" Adds To NOTES • Building code and design methodology: 2021 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2993 and LABC/LARC Supplement. • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top edge. Lateral support required at bearings for bottom edge. C: \Users\carls\OneDrive \Desktop \PC's Work Computer Files\Engineering\CSE\Projects\2023\PC23004_Dempsey Office Building\Engineering\Calculations\RedSpec\PC23004_Dempsey Roof RTU's.red 12/3/2023 6:59:00 AM Project : Folder : HP-8 ~ Member Type Roof Beam Comment Page 1 of 1 Pass/Fail PASS PASS PASS Pass/Fail PASS PASS PASS PASS The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt™ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt™ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt™, RedSpec™, Red-I™, Red-145™, Red-145L"·', Red-158"', Red-165"", Red-190"', Red-190H™, Red-190HS'", Red-L"', Red-W"', Red-S™, Red-M"', Red-H"", Redlam"', FloorChoice™ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright© 2010-2022 RedBuilt LLC. All rights reserved. Project: 1825 Aston Ave Dempsey Sheet No: __ Project No: PC23004 Cale. By: PAC Date: 12/3/23 Wood Beam Calculations for: (E) 5 1/8 x16-1/2 GLB@ HP-7 Is 11s x 16112 GLB ( c = 0.1 in) Loading Dead Load W beam [#/ft] 20.55 W uniform [#/ft] 0,00 W max [#/ft] 0.00 P1 [#] 2,256.00 P2 [#] 2,585.00 p3 [#] 264.00 P4 [#] 177.00 Ps [#] 0.00 pf,[#] 0,00 P1 [#] 0.00 Ps [#] 0.00 Cd=1.25 -..;l Cr=1.0 ,..., CV= 0.958 Unbraced Length [ft) = 1.00 CL= 0.998 Le [in] 24.72 RB= 3.94 Fb*[psi] 3,000 Emin' [psi] = 930,000 FbE [psi]= 71,865.3 FbE/Fb* = 23.96 A [in 2] = 84.6 S [in 3] = 233 I (in4] = 1919 Live Load NIA 0.00 0.00 2,444.00 2,800.00 0.00 0.00 0.00 0.00 0,00 0.00 < 50. ok Glu-lam, 24FV4 DF/DF Span [ft]: 23.50 Distance, Xn [ft] 5.25 13.25 5.25 13.25 0.00 0.00 0.00 0,00 Ge11era/ Loadi11g Diagram (3,403 + 3,119) # (2,362 + 2,125) # fv = 1.5 (6,522.5) / 84.6 = 115.7 psi Fv'= Fv(Co) Fv'= 331.3 psi ok 'Moment TL: 44,906.9 [#-ft] @x [ft]: 13.25 f1,= 12 (44,906.9) / 232.5 = 2,317.3 psi F1,'= Fb (CD) (CV or CL) F1,'= 2,873.5 psi ok Deflection l'l LL : ok l'l TL : ok DL: 0.62 [in], L/ 455 ---- LL: 0.58 [in], L/ 489 TL: 1.20 [in], L/ 236 For GLB Use Only k*DL: 0.93 [in] 1600 ft Radius: 0.52 [in] Specified Camber: 0.10 !in] DL (net): 0.83 [in], L/ 340 TL (net): 1.41 [in], L/ 20 I r u240 l,.. I IL/180 IT] k= 1.5 (E) 5x 16 GLB -HP-7 .xlsm Beam 1825 Aston Ave Dempsey Renovation PC23004 3.2 SEISMIC ANCHORAGE OF RTU's © 2023 Carlson Structural Engineering, LLC. _P_,_·o..e.j_ec_t_:_1_8_2_S_A_st_o_n_A_v_e_D_e_r_n_,_p_se_,)'-' _R_e_n_o_v_a_ti_o_n __ Sheet No. Project No: PC23004 Cale. By: PAC Date: Chk. By: Date: Equipment Anchorage Forces (Floor-or Roof-Mounted): ASCE 7-16 Notes • References below are for ASCE 7-10 except as noted • Values shown are at Strength Design or LRFD level and may be reduced for ASD Seismic Design Force Variables Component Amplification Factor Component Response Modification Factor Spectral Response Acceleration at short periods Component Importance Factor ap Rr= 2.50 (Tables 13.5-1 or 13.6-1) 6.00 (Tables 13.5-1 or 13.6-1) Height in Structure of Point of Attachment of Component Sos Ir= z= h= 0.794 g (Eq. 11.4-3) 1.00 (Sec 13.1.3) 16.0 ft 16.0 ft Average Roof Height of Structure Component Operating Weight w/ curb at 100 lbs 750 lbs, Wp = Equipment Geometry a11d Anchorage Information Center of gravity Longitudinal Dimension Transverse Dimension 850 lbs a= b= 72.0 in 36.0 in Anchor point, TYP C 30.0 in 12/4/23 Height to Center of Gravity Number of Anchors, Trans. Side Number of Anchors, Long. Side Total Number of Anchor Points nl = 2 (figure: nl = 2) a Longitudinal Elevation T1·ansve1·se Elevation Horiwllfal and Vertical Seismic Design Forces F, = OA(f f' (1 + 2* )c F,,,,,., = 0.3S0 sl,,W,, = 112 = N = nl x n2 = Anchorage Pattern's Moment of Inertia About Transverse Axis Anchorage Pattern's Moment of Inertia Ix,· About Longitudinal Axis N b2 4 3 (figure: n2 = 3) 6 5184 in 2 1944 in2 Critical Loading Angle '(I,,.* a) 0 = tan -/" * h = 0.644 radians 36.9 degrees 0.397 Wp (Eq. 13.3-1) 0.238 Wr (Eq. 13.3-3) 1.270 Wr (Eq. 13.3-2) Governing horizontal seismic design force coefficient = 0,397 Horizontal Seismic Design Force Fp= 337 lbs Vertical Seismic Design Force Fpv = 0.2Sos\Vp = 135 lbs (Sec 13.3.1) CONTINUED»> Project: 1825 Aston Ave Dempsey Renovation Sheet No. Project No: PC23004 Cale. By: PAC Date: Chk. By: Date: Equipment Anchorage Forces (Floor-or Roof-Mounted): ASCE 7-16 Notes • References below are for ASCE 7-10 except as noted • Values shown are at Strength Design or LRFD level and may be reduced for ASD Reactions with Non-Ol'thogonal Loading at Wol'st-Case Angle 0 0--+ FPsn0 Maximum compression F cos0* c* b F sin0* c* a Y:nax = p +~P ___ _ 2f,,, 2/.u __ ___..:;;..---;:~T--Maximum-F cos0 * c * b F sin 0 * c * a l .2WP + FP 10'1 0 0 tension c,mx = p + p + ' -....: --2/n· 21xx N 0 --if FP in0 Reactions with Loading in the Longitudinal Direction (0 = 90°) 0 0 1,0) Maximum tension I I Maximum compression ~o) f , I Fr WP Reactions with Loading in the Tl'ansve/'se Direction (0 = 0°) F 0 f Results Summa,y Maximum compression Maximum tension nl* n2 F *c*a T =~P __ _ max 2/.u F,, nl* n2 nl* 112 12/4/23 12 lbs 310 lbs 56 lbs 0 lbs 263 lbs 56 lbs 0 lbs 286 lbs 56 lbs Maximum tension at anchor point = 12 lbs (Governing load case: non-01ihogonal) Maximum compression at anchor point = 310 lbs (Governing load case: non-01ihogonal) Maximum shear at anchor ooint = 56 lbs (Same value for all load cases) I co ' 0.. I YORK® Project Name: DC Office Quantity: 3 ',9: 19 t-·n9 "; Small Sunline 3-6 Ton Package York Single Package R-410A Heat Pump Consolidated Drawing 0 REAR ,, '.~ ---i---·-- RlGHi 12 'C,Cl __j \ .... --1;~.~ StDl y t11TPV A Z,r .E3 [-!1 ,·11 ~ EfillNL'llEW Information is subject to change without notice. Check local codes. Unit Model #: [~] ~ 50 65. I. --: 17 SC --31 :-H-1 5· BEAR.JeA8IJAL\' il (~AIN ..,OOC NCT SHOWh It\ T-l V1EW1 B!GHL\/IEW. Page:36 XN060COOB2A1AAA1A2 15 15 ·~~···~ I I !9_1 " '}8 [901 ~ 7 [ 891 Printed 1111612023 IHP-8, HP-12, HP-13, HP-14 FEATURES Roof curb perimeter made of galvanized steel. Gasketing package provided. Heat treated wood nailer provided. Comer flanges are pre-threaded for easy bolt on assembly. Pitched, adjustable pitch/adjustable height, welded, different height, isolation and calculated curbs are available. NOTES Attach ductwork to roof curb. Flanges of duct rest on top of curb. Support ductwork below the curb. Calculated curb kit only needs attachment from unit to curb. (Curb comer assembly already conforms.) CORNER DETAIL ·lProVen~ ::· ::::::=------ KNOCK-DOWN ROOF CURBS FOR YORK UNITS ZR, XN, XP 036-060 ZE, ZF 036-072 3847 WABASH DRIVE SUBMITTED TO: MIRA LOMA, CA 91752 COMPANY: JOB NAME: PHONE (951) 685-1101 EQUIPMENT: FAX (619) 498-9247 NOTES: ProVentP/N CBKDSUN367208 CBKDSUN367211 CBKDSUN367214 CBKDSUN367224 Wood Nailer 37 3/4" 3¼" FORM NO: CBKD-102 DATE: 10/2/23 A 8" 11" 14" 24" REV: 5 WEIGHT 67 Lbs 79-lbs 91 Lbs 132 Lbs 1 3/4"TYP. SEISMIC KIT P.'N KDKITSUN3672 When conforming to CBC2022 and IBC 2021, includ, optional seismic kit. Available on 8" -14' iJ 11314" 1"J 7 A _J J2 .. L CROSS SECTION DETAIL PART NUMBER: CBKDSUN3672 SERIES DRAWN BY: CNG 1825 Aston Ave Dempsey Renovation PC23004 4. INTERIOR WALLS & DOORS © 2023 Carlson Structural Engineering, LLC. 1825 Aston Ave Dempsey Renovation PC23004 4.1 CANTILEVER CONC WALL © 2023 Carlson Structural Engineering, LLC. Project: 1804 Aston Ave Demsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/18/2023 Cantilever Concrete Wall A. Seismic Forces 1. ap = 2.5 Rp = 2.5 Ip = 1.0 Z/H = 0 a. Fp = 0.32Wp = 54 psf & Fp(ASD) = Fp + 1.4 = 0.23Wp = 39 psf i. WP= 150 pcf x 13.5/12 = 170 psf (use 13 ½" thick for 12" thick wall for massing) b. See next page for wall and footing loads B. Concrete Wall Design: 1. F'c = 4,000 psi, b = 12", d = 12" -1.5" -.5" = 10", Fy= 60,000 psi 2. Mu= Fp x H2 + 2 = 54 x 92 + 2 = 2,200 #-ft/ft a. As:::: Mu+ 4d = 0.0547 in2/ft b. As-vertical:::: 0.0012 in2/ft per ACI 318 Table 11.6.1 c. As = #4 @ 12" OC EF (Vertical) = 0.40 in 2/ft OK d. As-horizontal:::: 0.0020 in2/ft per ACI 318 Table 11.6.1 i. As= #4@ 12" OC EF (Horizontal)= 0.40 in 2/ft C. Concrete Footing Design: 1. F'c = 3,000 psi, b = 4'-0", d = 18" -3" -1" = 14", Fy = 60,000 psi 2. Soil Pressure, Overturning & Sliding a. SPMax = 1,338 psf < 1,500 psf x 1.33 = 2,000 psf OK b. RM+ OTM = 4500 #-ft+ 2106 #-ft-2.14 > 2.0 per CBC Section 1807.2.5 OK C. Vsliding = 351 #/ft & VResisling = VPassive + 0.5VFriclion = 150 + 563 + 2 = 432 #/ft i. DIC = 1.23 > 1.1 per CBC Section 1807.2.3 OK 3. Footing Reinforcing a. As:::: 0.0018 x 18" x 12" = 0.39 in2/ft ➔#4@ 12" OC EW Top & Bottom OK 4. Use 4'-0" Wide x 1 '-6" thick footing wf#.4 @ 12" OC EW Top & Bottom Project: 1804 Aston Ave Dempsey Renovation Project No: PC23004 Cale. By: PAC Cantilever Wall Design for: 9'-0" Interior Concrete Feature Wall Soil Parameters Soil weight: Active pressure: Passive pressure: Applied Loads Horizontal uniform, w: Dist. from top offtg, y1: Horizontal concentrated, P: Dist. from top offtg, y2: Wall Parameters Wall Material: Wall height, hw: Wall thickness, tw: Wall weight: Stabili!Y Results Overturning S.F.: Sliding S.F.: 100.0 lb/ft3 psf/ft 133.0 psf/ft 39.00 plf/ft 0.00 ft 0.00 lb/ft 0.00 ft I Concrete 9.00 ft 12.000 inches 12.5 psf/in 2.14 1.60 (Friction 0111)) 0.43 (Passive Only) 1.82 (Friction+ 1/2 Passive) 1.23 (1/2 Friction+ Passive) Friction Coefficient: Active soil height., ha: Passive soil height., hp: Horizontal Surcharge: Overfull height of soil Vertical Surcharge Placed on wall Toe length, b,: Heel length, b1i: Ftg length, b: Ftg thickness, tr: Key depth: Total Soil Pressure@ Toe: Net Soil Pressure@ Toe*: *(Net Soil Pressure@ Toe)= (Total Soil Pressure@ Toe) -(Weight of Footing) Supporting Data Overturning mom't.: Resisting mom't.: Resultant Eccentricity: Kern: Resultant dist. from toe: 2106 ft•lb/ft 4500 ft-lb/ft 0.94 ft 0.67 Uplift 1.06 ft Service Design Moments (Apply Load Factors for Strength Design) Max. wall moment: 1580 ft-lb/ft Wall moment@ hw/3: 702 ft•lb/ft Wall moment @ hw/2: 395 ft-lb/ft Passive Loads ha hr Toe Heel l:b, bh System weight: Total active force: Passive force: Friction force: Soil Pressure @ Heel: Soil Pressure @ Toe Base: Max. footing heel moment: Max. footing toe moment: YI J :I Sheet No. -----Date: 9/16/2023 0.25 0.00 ft 0.00 ft 0.00 plf/ft 0 lb/ft 1.50 ft I.SO ft 4.00 ft 18.00 inches 0.00 inches 1410 psf 1185 psf 2250 lb/ft 351 lb/ft 150 lb/ft 563 lb/ft 0 psf 747 psf 253 ft•lb/ft 1338 ft• lb/ft Active Loads LDeten11an 32 Concrete and CMU Retaining and Screen Wall.xlsx Wall IR 16-11 SEISMIC OUT-OF-PLANE FORCES FOR NON-BEARING NON-SHEAR CONCRETE AND MASONRY WALLS: 2022 CBC 1.2 Non-bearing non-shear concrete and masonry walls within the building envelope shall be designed for out-of-plane seismic forces per ASCE 7 Section 13.3.1. The factors for ap and Rp shall be in accordance with ASCE 7 Table 13.5-1 as noted below: • Walls braced to structural frame above its center of mass: ap = 1.0 Rp = 2.5 Oo = 2.0 • Cantilever walls: ap = 2.5 Rp = 2.5 Oo = 2.0 1.3 The out-of-plane seismic forces for ground-supported free-standing cantilever site walls shall be based on ASCE 7 Section 15.6.8 and Table 15.4-2 using R=1.25, and the Importance Factor will be determined in accordance with ASCE 7 Section 15.4.1.1. Out-of-plane seismic force to be applied as a uniform load over the height of the wall. 1.4 Site retaining walls supporting more than six feet of backfill height shall be designed for dynamic seismic lateral earth pressures due to earthquake ground motions per ASCE 7 Section 15.6.1 and CBC Section 1803A.5.12(1 ). Per CBC Section 1807 A.2.2, this load shall be considered as an earthquake load (E) and combined with the wall seismic inertial force of the wall, (E), and the static lateral earth pressure (H) in accordance with CBC Section 1605A. Site retaining walls supporting six feet or less of backfill height shall be designed for the wall seismic inertial force of the wall, (E), combined with the static lateral earth pressure (H) in accordance with CBC Section 1605A. REFERENCES: California Code of Regulations (CCR) Title 24 Part 2: California Building Code, Sections 1605A, 1803A.5.12(1), 1807A.2.2. This IR is intended for use by DSA staff and by design professionals to promote statewide consistency for review and approval of plans and specifications as well as construction oversight of projects within the jurisdiction of DSA, which includes State of California public schools (K-12), community colleges and state-owned or state-leased essential services buildings. This IR indicates an acceptable method for achieving compliance with applicable codes and regulations, although other methods proposed by design professionals may be considered by DSA. This IR is subject to revision at any time. Please check DSA's website for currently effective IRs. Only IRs listed on the webpage at www.dgs.ca.gov/dsa/publications at the time of project application submittal to DSA are considered applicable. IR 16-11 (Revised 05/10/23) Page 2 of 2 DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA 1825 Aston Ave Dempsey Renovation PC23004 4.2 SKYF0LD OPERABLE WALL © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/19/2023 Skyfold Steel Frame & Connection Design A. Seismic Load Criteria 1. Other Flexible Components (Limited Deformability Elements) per ASCE 7 Table 13.5-1 a. ap =2.5 Rp = 2.5 n0 = 2.5 (Foundation Anchors) ZIH = 0.50 Ip= 1.0 b. Fp = 0.64Wp 2. Beam Design a. Max Span 21'-0" Hwa11= 12'-0" Wwa11= 10 psf b. WoL = 10 psf x 12' = 120 plf + 35 plf = 155 plf, WEQ = 0.64 x WoL = 100 plf C. Mu-DL = WoL X L2 + 8 = 9.1 X 1.2 = 10k-ft MEo = 11.0 k-ft PEO = 100 plf x 21' = 2.1 k d. DIC= 0.32 < 1.0 OK Use W10x33 e. Max DL deflection= 118" over 12' ➔L/1152 i. I.: 102 in4 ➔ W8x35 (I= 127 in4), W10x33 or W12x40 OK f. ~EQ = 5 + 384 X Weq X L 4 + 29,000 + ly = 0.4" + 1.4 = 0.58" = L/428 < L/240 OK 3. Column Design a. H=17' PoL = 155 x 21 + 2 = 1,630 lbs & VEa = PEO + 2 = 1,050 lbs b. Mu= PEOx 17' + 4 = 4.44 k-ft Pu= 1.2PoL = 1,950 lbs c. DIC= 0.10 = 1.0 OK Use HSS5x5x1/4 d. ~EO = VL3 + 48EI = 0.40" + 1.4 = 0.28" = L/749 OK 4. Base Plate Anchorage a. Vux = 1,050# x 2.5 (n0) = 2,625 lbs b. Vuy = 1,050# x 2.5 (no) x 0.30 = 800 lbs c. Per Simpson Anchor Designer ➔ (2) 1/2" <p x 3-3/4" Concrete Screws OK (DIC = 0.53) 5. (E) Slab-on-Grade Analysis a. Pu= 1,950#, Ps (1.0DL) = 1,630#, Vu= 1,050# b. $Ve (Punching Shear)= 0.75 x 3" x (6" + 3") x 2 x 2.5 ksi = 101 kips» Pu➔OK c. AsoG = ✓(1,630#11,500 psf) = 1.05 SF "Footing Size" i. Mu ("Ftg") = (1.95k/1.052) x 0.5'212 x 12"lft = 5.3 kip-inches Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/19/2023 ii. ~Mn= 0.9 x 40 ksi x (0.9 x 3") 0.11 in2 = 10.6 kip-inches/foot (0.5 DIC< 1.0 OK) iii. .: (E) SOG OK for Skyfold & Interior Roll-Up Door Column Loads 6. Conn to (E) Wood Roof a. Vs= 5/8 x 1,050# + 1.4 = 500 lbs Project: 1825 Aston Ave Dempsey Renovation Sheet No. Project No: PC23004 Cale. By: PAC Date: 11/18123 WF Beam-Column Desig_n (LRFD 15th Edition) for: SkyFold Wall W10X33 Design Parameters: Section: l W10X33~ J ""'J Fy 50 ks! Cb 1.0 KLy 21.0 ft Cmx 1.0 KLx 21.0 ft Lb 21.0 ft Pu 1.1 k Mux 10.0 k-ft Muy 11.0 k-ft Beam Action: Column Action: Combined Action: <j>b 0.90 $c 0.90 Hl-lb 0.32 Q,}s.,_ <j>Mnx 94.8 k-ft <j>Pn 130.0 k Muxf$Mnx 0.11 Pul<j>Pn 0.01 $Mny 52.5 k-ft Muyl<j>Mny 0.21 F2-5, Lr 6.85 ft E3-2&3, Fcrx 38.4 ksi Hl-la NIA Fig 3-1, L'p NIA ft E3-2&3, Fcty 14.9 ksi HI-lb 0.32 F2-6, L, 21.82 ft (KLlr)x 60.1 C2-2, B1, 1.00 F2-l, Mp 161.7 k-ft (KL/r)y 129.9 C2-5, Pc!x 771 k F2-2, Mnx 105.4 k-ft E3-4, Fex 79.13 ksi C2-2, B1y 1.01 F2-3, Mer NIA k-ft E3-4, Fey 16.96 ksi C2-5, Pc1y 165 k F3-l, Mnxflb NIA k-ft 4. 71 (EIFy)"0.5 113.43 F6-1, Mny 58.3 k-ft 1.00 F6-2, Mnyflb NIA k-ft ('o//lJ){(c/ Operable Wall Beam "0 Column Design.xlsx WF (LRFD) Project: 1825 Aston Ave Dempsey Renovation Sheet No. Project No: PC23004 Cale. By: PAC Date: 11/18123 HSS Beam-Column Desig_n (LRFD 15th Edition) for: SkJ!.Fold Wall HSS5X5Xl/4 Design Parameters: Section: I HSS5X5X1/4 1..-1 Fy 46 ksi Cb 1.0 KLy 17.0 ft Cmx 1.0 KLx 17.0 ft Pu 1.8 k Mux 2.2 k-ft Muy 0.0 k-ft Beam Action: Column Action: Combined Action: $b 0.90 $c 0.90 Hl-lb 0.10 o.l,. $Mnx 26.3 k-ft $Pn 84.0 k Muxl$Mnx 0.08 Pu/$Pn 0.021 $Mny 26.3 k-ft Muy/$Mny 0.00 F7-1, Mnx 29.17 k-ft E3-2, Fcrx 21.7 ksi Hl-la NIA F7-1, Mny 29.17 k-ft E3-2, Fcry 21.7 ksi Hl-lb 0.10 F7-2, Mnx NIA k-ft (KL/r)x 105.7 B1x 1.02 F7-2, Mny NIA k-ft (KLlr)y 105.7 Pelx 110 k F7-3, Mnx NIA k-ft E3-4, Fcx 25.62 ksi B1y 1.02 F7-3, Muy NIA k-ft E3-4, Fey 25.62 ksi Pely 110 k F7-5, Mux NIA k-ft F7-5, Muy NIA k-ft C0/11/WCf Operable Wall Beam AO Column Design.xlsx HSS (LRFD) SIMPSON Anchor Designer™ Software Company: Engineer: Project: CSE I Date: I 11/18/2023 PAC I Page: I 1/5 1825 Aston Ave Dempsey Renovation Version 3.2.2309.2 Address: ® 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.750 Effective Embedment depth, her (inch): 2.780 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 5.83 Cac (inch): 4.19 Cmin(inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: Titen HD®-1/2"0 Titen HD, hnom:3.75" (95mm) Code Report: ICC-ES ESR-2713 Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, r c (psi): 2500 4'c,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 5.50 x 11.00 x 0.50 Yield stress: 36000 psi Profile type/size: HSS5X5X1/4 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S1mp>,011 Sircll1CJ '1 ,c Co1111,,•11y l1;c 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® Load and Geometry Anchor DesignerTM Software Version 3.2.2309.2 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: No Strength level loads: Nua [lb]: 0 Vuax [lb]: 2625 Vuay [lb]: 800 Mux [ft-lb]: 0 Muv [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> X 26251b Company: Engineer: Project: Address: Phone: E-mail: z Olb CSE I Date: 111 /18/2023 PAC I Page: I 2/5 1825 Aston Ave Dempsey Renovation Oft-lb y BOO lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong--I ie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON <Figure 2> Ln N ® Anchor Designer™ Software Version 3.2.2309.2 1.50 . . N N Company: Engineer: Project: Address: Phone: E-mail: 9.50 6.00 11.00 00 CSE I Date: I 11/18/2023 PAC I Page: I 3/5 1825 Aston Ave Dempsey Renovation Ln N • N 00 8 0 8 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Si111p1,011 Siro11r1 ·1 ie Cu111p,111y l1H; 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Company: CSE I Date: I 11/18/2023 Engineer: PAC I Page: I 4/5 Anchor Designer™ Software Project: 1825 Aston Ave Dempsey Renovation Version 3.2.2309.2 ® Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb} 2 Sum 0.0 0.0 0.0 Maximum concrete compression strain (0/oo): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb}: 0 Resultant compression force (lb): 0 1148.4 1476.6 2625.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v, (inch): 0.46 Eccentricity of resultant shear forces in y-axis, e'vy (inch}: 0.14 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb} <pgrout <f, <pgrout<f,Vsa (lb) 4790 1.0 0.60 2874 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Shear load y, Vuay (lb) 400.0 400.0 800.0 <Figure 3> <f,Vcpg = <f,kcpNcbg = <f,kcp(ANcl ANco} 'Pec,N'f/ed,N'Pc,N1l'cp,NNb (Sec. 17.5.1.2 & Eq. 17,7.3.1b} kcp ANc (in2} ANco (in2} 'f'ec,N 'Ped,N 'Pc,N 'Pcp,N 2.0 136.28 69.56 0.872 1.000 1.000 1.000 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Shear Steel Pryout Factored Load, Vua (lb) 1530 2744 Design Strength, 0Vn (lb) 2874 9423 1/2"0 Titen HD, hnom:3.75" (95mm) meets the selected design criteria. Ratio 0.53 0.29 01 Nb (lb) 3940 Shear load combined, ✓(Vuax}2+(Vuay)2 (lb} 1216.1 1529.8 2745.9 p X 0.70 Status 02 ¢,Vcp9 (lb) 9423 Pass (Governs) 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 Tic Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1825 Aston Ave Dempsey Renovation PC23004 4.3 INTERIOR ROLL-UP DOOR © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/19/2023 Interior Roll-Up Door & Connection Design A. Seismic Load Criteria 1. Other Flexible Components (Limited Deformability Elements) per ASCE 7 Table 13.5-1 a. ap =2.5 b. Fp = 0.64Wp 2. Beam Design Rp = 2.5 n0 = 2.5 (Foundation Anchors) Z/H = 0.50 a. Max Span= 14'-0" Hoaor= 12'-0" Wwa11= 5 psf b. WoL = 5 psf x 12' = 60 plf + 22 plf = 82 plf, WEo = 0.64 x WoL = 52 plf Ip= 1.0 C. Mu-DL = WoL X L2 + 8 = 2 X 1.2 = 2.4 k-ft d. DIC = 0.1 < 1.0 OK Use HSS8x6x1/4 Mrn= 1.5 k-ft PEo = 52 plfx 14' = 0.7 k e. ~DL = 5 + 384 X Weq X L 4 + 29,000 + Ix = 0.04" = l/3,890 < L/1152 OK 3. Column Design a. H = 17' PoL = 82 x 14 + 2 = 575 lbs & VEo = PEo + 2 = 364 lbs b. Loads « Skyfold Design ➔ Use HSS5x5x1/4 4. Base Plate Anchorage a. Loads < Skyfold Design ➔ (2) 1/2" <I> x 3-3/4" Concrete Screws OK 5. Conn to (E) Wood Roof a. Loads < Skyfold Design 1825 Aston Ave Dempsey Renovation PC23004 4.4 FEATURE WALL FRAME © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/19/2023 Canitlever Feature Wall & Connection Design A. Seismic Load Criteria 1. Appendages & Ornamentations per ASCE 7 Table 13.5-1 a. ap =2.5 b. Fp = 0.32Wp 2. Loads Rp = 2.5 n0 = 2.0 (Foundation Anchors) Z/H = 0.0 a. Max Span = 10'-0" Hwall = 11 '-6" Wwall = 10 psf b. WoL = 10 psf x 12.25' + 2 = 62 plf, WEQ = 0.32 x WoL = 20 plf 3. Column Design a. H = 12.25' HEo = 20 plf x 10' + 2 = 100 lbs b. Mu = HEO x 12.25' = 1,225 lb-ft ➔ Use HSS5x5x1/4 or W6x20 4. Base Plate Anchorage a. Mu = 1,225 x 2.0 = 2,450 lb-ft, Vu = 100 x 2.0 = 200 lbs b. Per Simpson Anchor Designer➔ (4) 5/8" <I> x 5" Concrete Screws OK c. At sim condition @ open office, use (4) 1/2" <I> x 4" Concrete Screws Ip= 1.0 i. Wall is 2' shorter & 80% the max span (Mu= 1,640 lb-ft & Vu= 160 lbs) ii. See Simpson Anchor Designer Output 5. (E) SOG Design a. Mu = 1,225 lb-ft = 14. 7 k-in/ft < <!>Mn = 0.9 x 40 ksi x (0.9 x 3") 0.11 in2 = 10.6 kip-in/ft i. :. (E) SOG bending moment OK (DIC = 0.83 < 1.0) & Ignores thickened SOG b. (E) Tie Beam Soil Pressure, SP= (Mu/1 .4)/30' Tie Bm Spa/(1.5'x(1.5'x2 +.75')) = 5 psf i. :. (E) SP = 5 psf < 1,500 psf (D/C = 0.0033 < 1.0) OK SIMPSON Anchor Designer™ Software Version 3.2.2309.2 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.000 Effective Embedment depth, hat (inch): 2.970 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 6.00 Cac (inch): 4.50 Cmin (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: Tlten HD® -5/8"0 Titen HD, hnom:4" (102mm) Code Report: ICC-ES ESR-2713 Company: I Date: I 9/8/2022 Engineer: I Page: I 1/6 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, r c (psi): 2500 4'c,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 11.00 x 6.00 x 0.50 Yield stress: 36000 psi Profile type/size: HSS5X5X1/4 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Si111p,,01• Si1011,1 I ic Co1111ic111y l11c: 5956 W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® Load and Geometry Anchor Designer™ Software Version 3.2.2309.2 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: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Vuax [lb]: 200 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 1225 Muz [ft-lb]: 0 <Figure 1> 0 ft-lb. X 2001b 0 ft-lb Company: I Date: I 9/8/2022 Engineer: I Page: I 2/6 Project: Address: Phone: E-mail: 0lb z 1225 ft-lb y 0lb 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 Comµany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® <Figure 2> Anchor Designer™ Software Version 3.2.2309.2 0 0 . °' CX) Company: Engineer: Project: Address: Phone: E-mail: CX) 0 0 ,-I ,--1 0 Lr) . -.:::J"' 0 Lr) -.:::J"' I Date: I 9/8/2022 I Page: I 3/6 00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sin1pc,011 Si1011q I ,e Co111p,,nv Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® Anchor Designer™ Software Version 3.2.2309.2 3. Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Shear load x, Nua (lb) 0.0 2 0.0 3 831.7 4 831.7 Sum 1663.3 Maximum concrete compression strain (%0): 0.04 Maximum concrete compression stress (psi): 159 Resultant tension force (lb): 1663 Resultant compression force (lb): 1663 Vuax (lb) 50.0 50.0 50.0 50.0 200.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 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 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb) ¢ ¢Nsa (lb) 30360 0.65 19734 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb= kcAa✓f'cher1•5 (Eq. 17.6.2.2.1) kc Aa f'c (psi) het (in) 17.0 1.00 2500 2.970 4351 0.75¢Ncbg =0.75¢ (A Ne I ANco) 1Pec,N 'Ped,N'Pc,N 'Pcp,NNb (Sec, 17.5.1.2 & Eq, 17.6.2.1a) Shear load y, Vuay (lb) 0.0 0.0 0.0 0.0 0.0 <Figure 3> ANc (in2) ANco (in2) Ca.min (in) 'Pec,N 'Ped,N 'Pc,N 'Pcp,N 115.03 79.39 4.50 1.000 1.000 1.00 1.000 6. Pullout Strength of Anchor in Tension (Sec. 17.6.3) 0.75¢Npn = 0.75¢'Pc,PAaNp(f'cl2,500)" (Sec. 17.5.1.2, Eq. 17.6.3.1 & Code Report) Nb (lb) 4351 'Pc.P A a Np (lb) f'c (psi) n ¢ 0.75¢Npn (lb) 1.0 1.00 3040 2500 0.50 0.65 1482 I Date: I 9/8/2022 I Page: I 416 Shear load combined, ✓(Vuax)2+(Vuay)2 (lb) 50.0 50.0 50.0 50.0 200.0 04 o: 01 0~ 0.75¢Ncbg (lb) 0.65 3073 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Stro11,1-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® Anchor Designer™ Software Version 3.2.2309.2 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb) qJgrout ¢ qJgroutqJVsa (lb) 8000 1.0 0.60 4800 Company: Engineer: Project: Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2) Shear perpendicular to edge in x-direction: Vbx = minl7(/elda)°-2✓daAa✓f'cCat15; 9J.a✓f'cCat1•5I (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in) da (in) Aa f'c (psi) Cat (in) Vbx (lb) 2.97 0.625 1.00 2500 4.50 3607 ¢Vcbgx =¢(Ave/ Avco)'Pec,v'Ped,V'Pc,v'Ph,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1b) Ave (in2) Avco (in2) 'Pac,V 'l'ed,V 'Pc,V 'Ph,V 105.00 91.13 1.000 1.000 1.000 1.061 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) ¢Vcpg = ¢kcpNcbg = ¢kcp(ANc/ ANco)'f'ec,N'f'ed,N'f'c,N'f'cp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2) ANco (in2) 'f'ec,N 'l'ed,N 'l'c,N 'l'cp,N 2.0 230.06 79.39 1.000 1.000 1.000 1.000 11. Results Interaction of Tensile and Shear Forces (Sec. 17 .8) Tension Steel Concrete breakout Pullout Shear Steel Factored Load, Nua (lb) 832 1663 832 Factored Load, Vua (lb) 50 T Concrete breakout x+ 100 Pryout 200 Interaction check Nual¢Nn Vuaf¢Vn Sec. 17.8.1 0.56 0.00 Design Strength, 0Nn (lb) 19734 3073 1482 Design Strength, 0Vn (lb) 4800 3086 17651 Combined Ratio 56.1% 5/8"0 Titen HD, hnom:4" (102mm) meets the selected design criteria. Ratio 0.04 0.54 0.56 Ratio 0.01 0.03 0.01 I Date: I 9/8/2022 I Page: I 5/6 Vbx (lb) ¢Vcbgx (lb) 3607 0.70 3086 Nb (lb) ¢Vcpg (lb) 4351 0.70 17651 Status Pass Pass Pass (Governs) Status Pass Pass (Governs) Pass Permissible Status 1.0 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Si11q1°.011 Si""'" ·1,c• Cn•11p,,i1y l11c 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® Anchor Designer™ Software Version 3.2.2309.2 Base Plate Thickness Required base plate thickness: 0.294 inch Steel Maximum stress Calculated plate thickness Stress distribution Company: Engineer: Project: Address: Phone: E-mail: 36000 psi 32401 psi 0.294 inch 32401 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. 12. Warnings I Date: I 918/2022 I Page: j 6/6 -Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied -designer to verify. -Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied -designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson St,0119-·1 ie Cornpany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® Anchor DesignerrM Software Version 3.2.2309.2 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.750 Effective Embedment depth, her (inch): 2.780 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hm1n (inch): 5.83 Cac (inch): 4.19 Cm1n(inch): 1.75 Sm1n (inch): 3.00 Recommended Anchor Anchor Name: Titen HD® -1/2"0 Titen HD, hnom:3.75" (95mm) Code Report: ICC-ES ESR-2713 Company: CSE I Date: I 11/18/2023 Engineer: PAC I Page: I 1/6 Project: 1825 Aston Ave Dempsey Renovation Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f c (psi): 2500 4ic,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 11.00 x 6.00 x 0.50 Yield stress: 36000 psi Profile type/size: HSS5X5X1/4 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Si11q,•,011 Si1u11q I ir, Co11111c111v l11c 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® Load and Geometry Anchor DesignerrM Software Version 3.2.2309.2 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: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Vuax [lb]: 160 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 1640 Muz [ft-lb]: 0 <Figure 1 > 0 ft-lb X 0 ft-lb 1601b Company: CSE I Date: I 11/18/2023 Engineer: PAC I Page: I 2/6 Project: 1825 Aston Ave Dempsey Renovation Address: Phone: E-mail: Olb z 1640 ft-lb y Olb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Stronq lie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ® <Figure 2> Anchor Designer™ Software Version 3.2.2309.2 00 Company: Engineer: Project: Address: Phone: E-mail: 4.50 CSE I Date: I 11/18/2023 PAC I Page: j 3/6 1825 Aston Ave Dempsey Renovation 00 0 0 .,-1 .,-1 0 Ln . v 0 Ln v Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Si111pc.011 Si1011c1 1 ir· C'o11qJc.11y l11c 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Company: CSE I Date: 111 /18/2023 Engineer: PAC I Page: I 4/6 Anchor Designer™ Software Project: 1825 Aston Ave Dempsey Renovation Version 3.2.2309.2 ® Address: Phone: E-mail: 3. Resulting Ani;;bQ[ EQCC!!S Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) 0.0 2 0.0 3 1063.6 4 1063.6 Sum 2127.2 40.0 40.0 40.0 40.0 160.0 0.0 0.0 0.0 0.0 0.0 Maximum concrete compression strain (%0): 0.05 Maximum concrete compression stress (psi): 236 Resultant tension force (lb): 2127 <Figure 3> Resultant compression force (lb): 2127 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 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 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb) ¢ ¢Nsa (lb) 20130 0.65 13085 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb= kcJ.a✓f'che11•5 (Eq. 17.6.2.2.1) kc Aa f'c (psi) he1(in) Nb (lb) 17.0 1.00 2500 2.780 3940 0.75¢Ncbg =0.75¢ (ANcl ANco) 'Pec,N'Ped,N'Pc,N'l'cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) ANco (in2) Ca,min (in) 'Pec,N 'Ped,N 'Pc,N 'l'cp,N 107.09 69.56 4.50 1.000 1.000 1.00 1.000 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb) t/Jgrout t/J tpgroutt/!Vsa (lb) 4790 1.0 0.60 2874 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2) Shear perpendicular to edge in x-direction: Vbx = minl7(/e/da)0•2✓daJ.a✓f'cCa11•5; 9J.a✓f'cCa11•5I (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) ,. (in) da (in) Aa f'c (psi) Cat (in) Vbx (lb) 2.78 0.500 1.00 2500 4.50 3330 t/!Vcbgx =¢(Ave/ Avco)'Pec,V'Ped,V'Pc,V'Ph,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1b) Ave (in2) Avco (in2) 'Pec,V 'Ped,V 'Pc,v 108.00 91.13 1.000 1.000 1.000 1.061 3330 Nb (lb) 3940 Shear load combined, ✓(Vuax)2+(Vuay}2 (lb) 40.0 40.0 40.0 40.0 160.0 o4 o: o1 o~ 0.75¢Ncbg (lb) 0.65 2957 t/!Vcbgx (lb) 0.70 2930 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong ·r ie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Company: CSE I Date: I 11/18/2023 Engineer: PAC I Page: I 5/6 Anchor Designer™ Software Project: 1825 Aston Ave Dempsey Renovation Version 3.2.2309.2 ® Address: Phone: E-mail: 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) rj,Vcpg = r/ikcpNcbg = r/ikcp(ANc/ ANco)':Pec,N'Ped,N'Pc,N':Pcp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2) ANco (in2) ':Pec,N 'Ped,N ':Pc,N ':Pcp,N 2,0 214.17 69,56 1,000 1.000 1.000 1,000 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Steel Concrete breakout Shear Steel Factored Load, Nua (lb) 1064 2127 Factored Load, Vua (lb) 40 T Concrete breakout x+ 80 Pryout 160 Interaction check Nuelrj,Nn Vuelrj,Vn Sec. 17.8.1 0.72 0.00 Design Strength, 0Nn (lb) 13085 2957 Design Strength, 0Vn (lb) 2874 2930 16984 Combined Ratio 71.9% 1/2"0 Titen HD, hnom:3.75" (95mm) meets the selected design criteria. Ratio 0.08 0.72 Ratio 0.01 0.03 0,01 3940 Permissible 1.0 rj, ¢,V,p9 (lb) 0,70 16984 Status Pass Pass (Governs) Status Pass Pass (Governs) 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. S1111pc;ci,1 Siro'1\J l r0 Co11r1,,•11y l11c 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www.strongtie.com SIMPSON Company: CSE I Date: I 11/18/2023 Engineer: PAC I Page: I 6/6 Anchor Designer™ Software Version 3.2.2309.2 Project: 1825 Aston Ave Dempsey Renovation ® Base Plate Thickness Required base plate thickness: 0.363 inch Steel Maximum stress Calculated plate thickness Stress distribution Address: Phone: E-mail: 36000 psi 32424 psi 0.363 inch 32424 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. 12. Warnings -Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17 .10.5.2 for tension need not be satisfied -designer to verify. -Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied -designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Stronq -1 ic Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1825 Aston Ave Dempsey Renovation 5. INTERIOR Woon POSTS@ OPEN OFFICES PC23004 © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/19/2023 Interior Wood Posts @ Open Offices A. 6x16 DFL No. 1 Post Design 1. Ceiling Dead Load (nH, DI ".1 ld D 9 a. DL = 11 psf 2. Post Reaction a. PoL = 11 psf x 10.5' x 12'/2 = 693# ➔ 700 lbs 3. Post Design a. H = 9' b. Ps = 52,367# > 700# OK ➔ Use 6x16 DFL #1 ~ n~am, DFl/1 lk:,nL DFµ,J ,. 11 r 1"i1 \12:; r, • (p,i]-SO'l i\ [ u/]-X5.2:'i .:'-0,8 Buckling ahout weak axis. Buckling about strong axis. b = 5.50 d= 15.50 ,\lhmuhl,• l.oad Suppon D,ita i\ll11\\11hlt• I A)iHI Su1111urt Data L,·n~1l1 L,·nt:ih [(t] l',11 [µ J l·.'[p,i] c" t\,,/ Fl* F" L:\I flt] l',11 [/!J 1: [p,i] l'r, J\1 / F,"' 2.0 Mi,52/, X0-4 0.')93 30.'),IJ 15,0J:-i 4.4 2.11 (,X.'>.25 !(OS 0.991) 245.757 4.0 67,U54 7Xi 0,972 7.7J6 6,2(,(1 8.7 4.0 (,t-,75-l !(01, 0.'N7 <dAJ'i (1.0 M.21:l 753 0,931 .H3k 2,n2 I.'\. I ldl (,~.4(,-1 k01 0.99,'\ 27.J(I(, N.IJ 59,4, I ht.J7 lUH,2 1.9."1 I ,~h~ 175 xn 1,XJJ.17 7% 0.lJH, I 5, l (,O llJ.ll 52J67 hl4 H.7~9 I 23)-;. l,(MI2 21.X JOO (,7AX9 7lJ2 fl.9'/X 9)(\() 12.ll 4\,9111 ~15 llh.17 OKl>O I>% ."!(1,} 1:/.11 66.7'l-4 7:':.l ll.'J6K !).h:?7 Ey11.,,' [psi]-580.0H .1 b,,,,,' f p,, ]-5XO,OE I .1 C,·· 0.97 l·,1. LI ,I l 1JX,S~7 1.5 ·19.714 J.I 22,095 ,j.(i 12.429 h2 7.lJS4 'l '1 S..~24 l):l 1825 Aston Ave Dempsey Renovation PC23004 6. FUTURE SOLAR MASS STUDY © 2023 Carlson Structural Engineering, LLC. Project: 1825 Aston Ave Dempsey Renovation Sheet No: ___ _ Project No: PC23004 Cale. By: PAC Date: 9/18/2023 Future Solar Loading on Existing Roof A. (E) Roof Seismic Mass 1. (E) Roof Mass a. DL = 13 psf (per (E) drawings) b. Area= 21,000 SF c. Wroot = DL x A= 13 psf x 21,000 SF= 273 kips 2. (E) Tilt-Up Walls (use exterior transverse walls for smallest load to (E) diaphragm) a. Wwall = 150 pcfx(17'+2+2')x(85'x(6.5"+12"/')+48'x(7.25"x12"/-))x0.98 solid= 116 kips 3. 10% of Total Weight (CEBC Section 503.4) a. W101a1 = 273 + 116 = 389 kips b. 0.10W1otal = 39 kips 4. Wsalar = 4 psf x As; 39 kips ➔As; 9,750 ft2 = 46.4% ➔ 45% max roof covering for future solar B. (E) Roof Seismic Mass 1. Solar vs. Live Load a. Per CBC Section 160714.4. 1 Exception, solar replaces roof live load for 24" max height 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 PAGE 2 meets subgrade soils, should be slanted at a gradient away from distress sensitive improvements, as feasible. '~. :Pi:et[minaty R~t:OmQlendi!d~~r~~ibfe P~ver:S:et~illl'l\lfiicJf~~~es:. .· .. Traffic Area/Traffic Index Parking & Light Drive/ 5.0 • .. , . . Paver Section (inches) Subgrade t----------.--------- R-Value Paver Thickness 40mm <5 60mm 80mm Permeable Aggregate Base 17 16 15 *NOTE: Permeable Aggregate Base may be replaced with open-graded aggregate, base course, or other aggregate section, assuming R-Values 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 accordance 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. This 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 occur. Due toln 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 31JANUARY2024 ~,, SKYLINE ~ CEOTECHNICAL 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. 24-013C.I 31JANUARY2024 Business Name Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health and Quality PO Box 129261, San Diego, CA 92112-9261 (858) 505-6700 (800) 253-9933 www.sdcdehq.org Dempsey Construction Business Contact Tim Seaman Project Address 1825 ASTON AVE Applicant Tim Seaman City CARLSBAD Applicant E-Mail tim@championpermits.com State CA Record ID #: Not in System Plan Check#: DEH2024-HHMBP-014116 Telephone# (619) 993-8846 Zip Code 92008-7341 Applicant Telephone # (619) 993-8846 Plan File# APN# 212-120-12-00 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS METERIALS DIVISION: OCCUPANCY CLASSIFICATION: (Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Band A1 Facility's Square Footage (including proposed project): 18121 D Explosive or Blasting Agents Organic Peroxides D Water Reactives D Corrosives D D D Compressed Gases Flammable/Combustible Liquids Flammable Solids D D Oxidizers Pyrophorics Unstable Reactives D Cryogenics D Other Health Hazards D D D Highly Toxic or Toxic Materials D None ofThese D Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION IHMDl: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at (858) 505-6700 prior to issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: 5/31/2024 YES 1. D 2. D 3. D 4. D 5, D 6. D 7. D 8. D NO 1B) 00 00 D 1B) 00 00 1B) Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances In quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? Will your business handle carcinogens or reproductive toxins in any quantity? Will your business use an existing, or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). D D D CalARP Exempt CalARP Required CalARP Complete Review Date: PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT {APCDl: If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant must contact the APCD prior to the Issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. YES NO 1. IEl D 2. IEl D 3. D IEl 4. D 00 Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) Has a survey been performed to determine the presence of asbestos containing materials? Will the project involve handling or disturbance of any asbestos containing materials? Will the project involve the removal of any load supporting structural member? 5. D !Bl 00 Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf 6. D (ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. Briefly describe business activities: Briefly describe proposed project: This is for 1825-1835 -Tenant Improvement Tenant Improvement • office I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. !Bl; Fees Acknowledged: 00 Tim Seaman 2/15/2024 Name of Owner or Authorized Agent Date FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: __________________________ _ DATE: _________ _ EXEMPT OR NO FURTHER INFORMATION RELEASED FOR BUILDING PERMIT BUT NOT FOR RELEASED FOR OCCUPANCY REQUIRED OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMD APCD 4i101 ~J1f;'•-._. p1t C(Jf,, r,.., r;S·' I I),~;---:..'• 'll-) ' .... 0 '-/ 1,, \lll\o'/! 1: '\' :" lh'ILWL•B· M. Martinez ,, -.n [r' M. Fregoso : l•:,·1:,1 L,~: 0 '"'.:'.,"') ,: _, \ . 3/13/2024 . ('+ (...:;,,, 'l·>1 (JF :;J,J:'.i .... ~----1-i'\,1r.::'...---- *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. DEHQ_HMD_HMBP _Questionnaire v 2.0 (8/2021) Printed on: 3/13/2024 @ 4:07 PM A (city of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Dempsey Construction BP No.: Date: 12/08/2~ PropertyAddress/APN: 1825 Aston Avenue, Carlsbad CA 92008 / 212-120-13 Applicant Name/Co.: Dempsey Construction ApplicantAddress: 1835 Aston Avenue, Carlsbad CA 92008 Contact Phone: 760-918-6900 Contact Email: ALatifi@dempseyconstruction.com Contact information of person completing this checklist (if different than above): Name: Armin Latifi Contact Phone: 760-918-6900 Company name/address: 1835 Aston Avenue, Carlsbad CA 92008 Contact Email: ALatifi@dempseyconstruction.com B-50 Page 1 of 7 Revised 12/22 U'se the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMG). Building Permit Valuation (BPV) $ breakdown __________ _ D Residential □ New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU □ Additions and alterations: □ BPV < $60,000 N/A All residential additions and alterations □ BPV ~ $60,000 1A, 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are □ BPV ~ $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 2B* *Multi-family dwellings only where ~$1,000,000 BPV AND BPV ;c: $1,000,000 affecting ~75% existing floor area i] Nonresidential and hotels/motels □ New construction 1 B, 2B, 3B, 4B and 5 ~ Alterations: □ BPV ~ $200,000 or additions~ 1B, 5 1,000 square feet ~ BPV ~ $1,000,000 1B,2B,5 Building alterations of~ 75% existing gross floor area ~ 2,000 sq. ft. new roof addition 2B,5 1 B also applies if BPV ~ $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The * indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV ~ $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TOM)*) It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 3 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. 0 Residential addition or alteration ~ $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. D N/A _________ _ D Exception: Home energy score ~7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: □ Duct sealing □ Attic insulation □Coolroof D Attic insulation D 1978 and later Select one option: D Liqhtinq packaqe □ Waterheatinq packaqe D Between1978-1991 Select one option: □ Duct sealing □ Attic insulation D Cool roof D 1992 and later Select one option: □ Lighting package □ Water-heating package B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations~ $200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix AS. At least one measure from each applicable building component required. 0 N/A _______ _ AS.203.1.1 Choose one: D Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC) D Warehouse dock seal doors D Daylight design PAFs D Exhaust air heat recovery □ N/A ---------- AS.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (Projects with indoor lighting AND mechanical) □ N/A ________ _ AS.211.1 ** □ On-site renewable energy: □ N/A _______ _ A5.211.3tt D Green power: {If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 D Elevators and escalators:(Project with more than one elevator or two escalators) □ N/A AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A~ _______ _ * High-rise residential buildings are 4 or more stories. ** For alterations~ $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 2B below) instead. 4 .2. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2{d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA orSARA #d.u. Calculated kWdc* Exception sheets if necessary) □ D □ □ Total System Size: kWdc kWdc = (CFAx.572) I 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. B. □ Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) □ Gross Floor Area (GFA)Method GFA: □ If< 1 0,000s.f. Enter: 5 kWdc Min.System Size: □ If~ 1 0,000s.f. calculate: 15 kWdc x (GFA/10,000) ** kWd **Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method C. 0 Annual TDVEnergyuse:*** ______ .x .80= Min. system size: _____ .kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. *All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.1 O(a) and/or 170.2(g). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: D Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: D Heat pump water heating system with recirculation loop tank and electric backup. D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recover OR: D System meets performance compliance requirements of section 150.1(d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. D Exception: ____________________________________ _ B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: D Required: Water heating system derives at least 40% of its energy from one of the following: D Solar-thermal D Photovoltaics D Recovered energy D Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) D Solar water heating system with .40 solar savings fraction 3. Hotel/motel: D Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) D Required: Located in garage or conditioned space Exception: 6 4. Electric Vehicle Charging A. D Residential • New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: □ One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) □ New detached ADU. (no EV space required when no additional parking facilities are added) □ New one and two-family residential dwellings and townhouse with attached private garage. □ One EV Ready parking space required □ Exception: __________ _ □ New and major alterations to multi-family and hotel/motel projects: □ Exception: ________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) I EV Ready (25% of Total) I EV charQers (5% ofTotal) I I *Major alterations are: ( 1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation .: $60,000 or include an electrical service panel upgrade. (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation .: $200,000, i nteriorf inishes a re removed and significant site work and u pg rad es to structural and mechanical, electrical, a nd/orp lumbing systems are p reposed. B. D Non-Residential -New construction D Exception : ____________ _ Please refer to Section 18.21.040 of the CMC when completing this section Total Parking Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS (Installed with EVSE) D 0-9 1 1 D 10-25 4 1 D 26-50 8 2 □ 51-75 13 3 D 76-100 17 5 El 101-150 25 6 El 151-200 35 9 D 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSE other may be "EV Ready" or "EV Space" 7 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TDM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 101hEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: ~ ~~( Name: Armin Latifi Date: 12/08/2023 Phone No.: 760-918-6900 8 City of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov [BJ Building Permit □ Right-of-way permit □ Other I'm applying for: □ Grading Permit Project Name: 1825 & 1835 Aston Avenue Address: 1825 & 1835 Aston Avenue Permit No: _______ _ APN 212-120-12 Disturbed Area: 0-117 Ac Section 1: Determination of Project's SWPPP Tier Level (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Exempt -No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Table1, section 2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: □ Electrical □ Patio □ Mobile Home □ Plumbing □ Spa (Factory-Made) □ Fire Sprinkler □ Mechanical □ Re-Roofing □ Sign □ Roof-Mounted Solar Array Tier 3 -Significant Threat Assessment Criteria -(See Construction General Permit (CGP) Section 1.B)* □ My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, □ My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, SWPPP Tier Level □ Exempt □ My Project is associated with construction activity related to residential, commercial, or industrial O Tier 3 development on lands currently used for agriculture; or □ My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. □ Other per CGP ______________________ _ Tier 2 -Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: □ Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, [BJ Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: [BJ Tier 2 • located within 200 ft. of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) Tier 1 -Low Threat Assessment Criteria □ My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: • results in some soil disturbance; and/or • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) □ Tier 1 * Items listed are excerpt from CGP. CGP governs cntena for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 REV. 04/23 .._ SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined in section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and Level signature block below) Exempt -Not Applicable -Exempt Tier 3 -High Construction Threat Assessment Criteria: M~ Project meets one or more of the following: □ Project site is 50 acres or more and grading will occur during the rainy season □ Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA □ High □ Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA- Tier 3 NRCS Erosion factors kt greater than or equal to 0.4) □ Site slope is 5 to 1 or steeper □ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30) □ Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 -Medium Construction Threat Assessment Criteria □ Medium □ All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 -High Construction Threat Assessment Criteria: M~ Project meets one or more of the following: □ Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA □ Soil at site is moderately to highly erosive (defined as having a predominance of soils with IBJ High USDA-NRCS Erosion factors kt greater than or equal to 0.4) Tier 2 □ Site slope is 5 to 1 or steeper IBJ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) □ Owner/contractor received a Storm Water Notice of Violation within past two years □ Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 -Medium Construction Threat Assessment Criteria □ Medium □ My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 -Medium Construction Threat Assessment Criteria: M~ Project meets one or more of the following: □ Owner/contractor received a Storm Water Notice of Violation within past two years □ Medium □ Site results in 500 sq. ft. or more of soil disturbance Tier 1 □ Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1 -April 30) Tier 1 -Low Construction Threat Assessment Criteria □ Low □ My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Emergency Contact Name: Armin Latifi E-32 Page 2 of 2 Telephone No: 858.735.8172 Title: Project Manager Date: 1/31/2024 REV. 04/23 {'city of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov E-34 j INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements, "PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrentlv. PROJECT INFORMATION PROJECT NAME: Dempsey Construction APN: ADDRESS: 1825 Aston Ave 212-120-12 The project is (check one): D New Development [gj Redevelopment The total proposed disturbed area is: 511 3 ft2 ( 0.117 ) acres The total proposed newly created and/or replaced impervious area is: O ft2 ( 0 ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only YES NO Date: Project ID: City Concurrence: □ □ By: E-34 Page 1 of 4 REV 04/23 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building □ [&I or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 6, mark the box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR [&I □ b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ [&I accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ [&I If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): The proposed development consists of the addition of pervious paver parking. No new impervious areas are proposed. The amount of impervious area onsite will be reduced as part of the development. If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV 04/23 To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, D D and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of D D impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and D D refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside D D development project includes development on anv natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a D D land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project D D site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transoortation of automobiles, trucks, motorcvcles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 D D feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ □ shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ □ RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land D D and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMG D D 21.203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT'. Go to step 5, complete the trash capture question. * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. E-34 Page 3 of 4 REV 04/23 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq . ft. □ □ Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEPS TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General □ □ Commercial), L {Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or Public Transportation Station If you answered "yes", the 'PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, "My project is subject to TRASH CAPTURE REQUIREMENTS ... " and the second or third box as determined in step 3. If vou answered "no", Go to step 6, check the second or third box as determined in step 3. STEP6 CHECK THE APPROPRIATE BOX(ES} AND COMPLETE APPLICANT INFORMATION 0 My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). 18J My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP} per E-35A. D My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Brian Ardolino Applicant Title: Engineer Applicant Signature: D.~ CL-Date: 1/5/2024 E-34 Page 4 of 4 REV 04/23 . ' C cicyof Carlsbad Project Name: 1825 & 1835 Aston Street Project ID: DWG No. or Building Permit No.: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 -Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed . . BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it. will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 -Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on 1. Select the BMPs to be implemented for each identified feature. Explain the site. why any BMP not selected is infeasible in the area below. SD-G SD-H Conserve natural Provide buffers around waterbodies features □ Natural waterbodies □ u □ Natural storage reservoirs & drainage corridors □ -- [!] Natural areas, soils, & veqetation (incl. trees) l!.I -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor proposed feature. SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B SD-I Minimize size of Direct runoff to pervious Construct surfaces from impervious areas areas permeable materials □ Streets and roads u □ [!l Check this box to confirm □ Sidewalks & walkways □ u that all impervious areas on the site will be minimized Iii Parking areas & lots □ [!l where feasible. □ Driveways □ □ If this box is not checked, □ Patios, decks, & courtyards □ □ identify the surfaces that cannot be minimized in area □ Hardcourt recreation areas □ □ below, and explain why it is E-36 Page 1 of 4 Revised 04/23 □Other: _____ _ □ □ infeasible to do so. C. □ BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP below. (see Fact Sheet BL-3) If no BMPs are selected, explain why they are infeasible in the area below. liJ SD-B Direct runoff to pervious areas OSD-C Install green roofs osD-E Install rain barrels D. O BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below I!] SD-K Sustainable Landscaping (see Fact Sheet BL-4) If SD-K is not selected, explain why it is infeasible in the area below. Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 -Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 -Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor 2. Which BMPs will be used to prevent 3. Where will runoff from the work areas below materials from contacting rainfall or work area be routed? runoff? □ Check here if none are proposed (See Fact Sheet BL-5) (See Fact Sheet BL-6) Select all feasible BMPs for each work area Select one or more option for each work area SC-A SC-8 SC-C SC-D SC-E Other Overhead Separation Wind Sanitary Containment covering flows from protection sewer system adjacent areas I!! Trash & Refuse Storaqe □ [!l [!l □ □ [!l I!! Materials & Equipment Storaqe □ [!l [!l □ □ [!l E-36 Page 2 of 4 Revised 04/23 □ Loading & UnloadinQ □ □ □ □ □ □ □ Fuelina □ □ □ □ □ □ □ Maintenance & Repair □ □ □ □ □ □ □ Vehicle & Equioment Cleanina □ □ □ □ □ □ □ Other: □ □ □ □ □ □ B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins ... Iii are not proposed □ will be labeled with stenciling or signage to discouraae dumoina <SC-Fl • Interior work surfaces, floor drains & Iii are not proposed □ will not discharge directly or indirectly to the MS4 sumps ... or receiving waters • Drain lines (e.g. air conditioning, boiler, Iii are not proposed □ will not discharge directly or indirectly to the MS4 etc.) ... or receiving waters • Fire sprinkler test water ... Iii are not proposed □ will not discharge directly or indirectly to the MS4 or receivina waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): E-36 Page 3 of 4 Revised 04/23 Form Certification This E-36 Form is intended to comply with applicable requirements of the city's BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design. "' Preparer Signature: fj~ (JJ >-I Date: 1/5/2024 Print preparer name: Brian Ardolino E-36 Page 4 of 4 Revised 04/23