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Home My WebLink About2081 FARADAY AVE; ; CBC2023-0060; PermitBuilding Permit Finaled ( City of Carlsbad Commercial Permit Print Date: 07/27/2023 Job Address: 2081 FARADAY AVE, CARLSBAD, CA 92008-7230 Permit No: Status: CBC2023-0060 Closed -Finaled Permit Type: BLDG-Commercial 2121202600 $103,752.00 Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: B, 5-1 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 435 Code Edition: 2022 Sprinkled: Yes Project Title: Track#: Lot#: Project#: Plan#: Construction Type:I11-B Orig. Plan Check#: Plan Check #: Applied: 03/06/2023 Issued: 05/11/2023 Fina led Close Out: 07/27/2023 Final Inspection: 06/06/2023 INSPECTOR: Kersch, Tim Description: 2081 FARADAY: COM-Tl (1,800 SF) ADD 15 DOCK DOORS AND REMOVING 2 BATHROOMS AND STORAGE AREAS Applicant: Property Owner: Contractor: SMITH CONSULTING ARCHITECTS DANA TSUI DENALI CALIFORNIA FARADAY INDUSTRIAL LU LUSARDI CONSTRUCTION COMPANY 13280 EVENING CREEK DR 5, # 125 SAN DIEGO, CA 92128-4101 (858) 793-4777 FEE BUILDING PLAN CHECK FEE (manual) 120 N LA SALLE ST, # 1750 CHICAGO, IL 60602 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL 581473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $2,087.75 Total Payments To Date: $2,087.75 1570 LINDA VISTA DR SAN MARCOS, CA 92078-3880 (760) 744-3133 Balance Due: AMOUNT $687.70 $194.00 $98.00 $16.00 $1,058.00 $5.00 $29.05 $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, vold, 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 COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value PC Deposit Date CBC2023-0060 Job Address 2081 Facaday Suite: -APN: 212-120-26 --------------------------- Tenant Name #:_n_,a _________________ .Lot #:_-____ Year Built: _1_99_7 ________ _ Year Built: 1997 ---Occupancy: 8 & s Construction Type:_11_1-B __ Fire sprinklers@'ESQNO A/C:0YESQNO BRIEF DESCRIPTION OF WORK: Adding 15 dock doors at existing knock out panels 0 Addition/New: _____________ .New SF and Use, ___________ New SF and Use _______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ___ _ [Z],-enant Improvement: ____ SF, Existing Use: _st_0_'"_9• ______ Proposed Use: _st_0_,a_ge ____ _ _____ SF, Existing Use: Proposed Use: _______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? _____________ _ D Solar: KW, ___ Modules, Mounted:0Roof 0Ground D Reroof: ______________________________________ _ D Plumbing/Mechanical/Electrical Oother: _______________________________ _ PROPERTY OWNER APPLICANT (PRIMARY CONTACT) Name: Dana Tsui-Architect Name: ___ □_e_na_11_c_a_lif_o_m_ia_F_a_,a_d..;ay;..1_n_du_s_tr_ia_1, _LL_c _______ _ Address· 13820 Evening Creek Dr Ste 125 Address:. ______ 1_2_o_N_. _La_s_a_11e_s_I_ .. _s_u_ite_2_9_o_o _____ _ City· San dlego State:_c_A __ .Zip: 92128 City: ____ C_h_ic_a .. go ____ State: __ 1L_zip: ___ s_o_s_o2 __ Phone· 619-208-6888 Phone: ______ 95_1_-5_8_7-_7_40_2 ___________ _ Email· danat@sca-sd.com Email: speterson@lpc.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Dana Tsui (same) Business Name: All Source Coatings, Inc. Address: Address: 10625 Scripps Ranch Blvd, Suite A City: ________ .State: ___ Zip: _____ City: San Diego State: CA Zip:._9_2_1_3_1 ____ _ Phone: Phone: 858-586-0903 Email: Email: Jerry@allsourceco.com Architect State License: CSLB License#: 923637 Class: B, C33, C54 -------- Car Is bad Business License# (Required): BLOS1243070 APPLICANT CERT/FICA T/ON: /certify that I have read the application and state that the above information is correct and that the informationontheplansisaccurate. /agree to comply with all City ordinances and State laws relating to building construction. , , NAME (PRINT): Dana Tsui SIGN: l '' • ; DATE: 31612023 1635 Faraday Ave Carlsbad, CA 92008 Ph; 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: _c_s_c_2_02_3_-o_o_6_o __ 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 herebyaffirm under penalty of perjury that I am I icensed under provisions of Chapter 9 (commencing with Sect ion 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penal tyof perjury oneaf the following dee/orations (CHOOSE ONE): 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this perm·1t is issued. Policy No. _____________________________________ _ -OR-01 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the perfo~mance of the work for which this permit is issued My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: Ace Amen can Insurance Co Policy No. C51268623 Expiration Date: _1'-'0"-/0'-1~/=2'-02'-4-'------------ -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 theinformationon the plans isaccurate. lagree to comply with all City nces and State laws relating to building construction. NAME (PRINT): Jim Cappadocia DATE: 05/10/2023 Note: If the person signing above is an authorized agent for the contractor pr (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Low for the following reason: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. L...m'44, Business and Professions Code: The Contractor's license law does not apply to an owner of property who bullds or ·rm proves 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-01 am exempt under Business and Professions Code Div'rsion 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 ·rmprovements 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 orat the following Web site: http: //www.leginfo.ca.gov/calaw.html. OWNER CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on thep/ansisaccurate. /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 Building Permit Inspection History Finaled (City of Carlsbad PERMIT INSPECTION HISTORY for (CBC2023-0060} Permit Type: BLDG-Commercial Application Date: 03/06/2023 Owner: DENALI CALIFORNIA FARADAY INDUSTRIAL LLC Work Class: Tenant Improvement Issue Date: 05/11/2023 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 12/04/2023 IVR Number: 47172 Address: 2081 FARADAY AVE CARLSBAD, CA 92008-7230 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 06/06/2023 06/06/2023 BLDG-11 213282-2023 Passed Tim Kersch Thursday, July 27, 2023 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 858-353-3501 Josh BLDG-Final Inspection 213283-2023 Passed Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio COMMENTS TEXT 858-353-3501 Josh Tim Kersch Passed Yes Created Date 06/05/2023 Passed Yes Yes Yes Yes Yes Created Date 06/05/2023 Complete Complete Page 1 of 1 • 3 -1 Structural Calculations for 2081 Faraday Ave Tl Carlsbad, CA Building Department Submittal Ml2204124.00 March 1 , 2023 03/01 /2023 0 2023 Miylmclo lntomallonol, Inc., Alt rlghto ,.-. ™" document or wry part lhorool mutt REC MA~ O 6 2023 en BU\ CBC2023-0060 2081 FARADAY AVE > t--0 2D81 FARADAY: COM-Tl (1,800 SF) ADD 15 DOCK DOORS AND REMOVING 2 BA TH ROOMS AND STORAGE AREAS 2121202600 3/6/2023 CBC2023-0060 3 0 ... 0 • R !J • l I I • I • > ... ... ,"' \ . .. :··2••-,:,•_: ... ' , • . r-~. ';,, ·; . •,•.' ',,• ' .. ~ . ' ~ . •: • ... ,\. ,. ' '. .· ,· . ~ ... . .. . ~-. . ,1 • • -~ '__.:._-~+-If-+---'-,- •. . J_,----------- 1 . -, Proposed New Opening in -----~ Existing Knockout. No over cutting is allowed. . I -• . - . • . • .. . ·., ' • ' . . . . • ... t ... R . • >/ l~f1 \';> • . • ·-:\ · • 1 :.ci!--J :·\J. ~ .: _. .;_i •.• , --~~-·v ·· -~----:- ~. -~ ... -· ~1-t-ffl ..,....._j __ ;-----\. · ,-'-: ..__/ >G>,' i • ;___,;;.J;---·, <-+-tt-1~ ~, < ~ l'. •t ==:c::::i□ -..:,_-· -==· :::::I=·=' ·:::::i· c··, = m1yamoto. 2081 Faraday Ave Tl Existing Panel 27 PROJ#: Ml2204124.00 ~ CONTRACTOR'S O SUPPLEMENTAL DATE: 02/07/2023 ALTERNATE INSTRUCTION 1201 Dove St., Suite 230 T: (949) 579-1170 SCALE: N.T.S. 0 OlliER: Newport Beach, CA 92660 miyamotointemational.com BY: MLR REF: -SSK-1 Miyamoto International, lnc.102022 I I ·: -. ·1 I -, -. I I , , . . . _ .. : • • J • . . . . . / : ::I:=:JC:C m1yamoto. 1201 Dove St., Suite 230 T: (949) 579-1170 Newport Beach, CA 92660 miyamotolntematlonal.com . , .. _., TYP.·· •·, .. Proposed New Opening in ,.......,_......,_...,. Existing Knockout. No over cutting is allowed. TYP.· =:::=========:?c:c = 2081 Faraday Ave Tl Existing Panel 37 PROJ#: Ml2204124.00 ~COt-lTRACTOR'S O SUPPLEMENTAL DATE: 02/07/2023 ALTERNATE INSTRUCTION SCALE: N.T.S. 0 OTHER: BY: MLR SSK-2 REF: - Miyamoto International, Inc. C 2022 m1yamoto. Project: 2081 Faraday Ave Tl Sheet No: ____ 1 Project No: ___ M_l2_2_0_4_12_4_.0_0 ____ Cale. By: MLR Date:. ___ _ Chk. By: ___ Date: ___ _ Introduction New openings are proposed in the existing concrete tilt-up panels of the building located at 2081 Faraday Avenue in Carlsbad, CA. The proposed openings will occur at existing knockout openings that the panels were originally designed for. The following calculations show the existing panels are still adequate for the new openings based on the current code for out of plane and in plane design. 12/1'6/22, 8:05 AM ATC Hazards by Location A This Is a beta release of the new ATC Hazards by Location website Please~ with feedback 0 The ATC Hazard■ by Location website wll not be updated to 1upport ASCE 7-22. Fjnd Pid wby L\TC Hazards by Location Search lnfonnatlon Achhsa: 2081 Faraday Ave, Cartlbad, CA 82008, USA c:-.itnatN: 33.1343023, •117.2857978 Elevetlon: 257 ft T'lmfftemp: 2022·12·16T16:05:63.&4-4Z R.,.,.._ Document: ASCE7·16 Riek Catogo,y: s11ec1 ... : 0-defaul Basic Parameters Name Value Deactlpllon Ss 0.983 MCER ground motion (perlod=0.21) s, 0.359 MC~ ground motion (perlod•1.0I) Sus 1.179 Slte-moditled apecnl accelntion ,,...,_ Su, • nul Slte-modlfled apecnl ecc:elonltion ,,...,_ Sos 0.786 Numeric aellffllc deolgn ,,...,_ at 0.2a SA So, • nul Numeric Mlsmlc design,,...,. at 1.0s SA • See Section 11.4.8 •Additional Information Name Value 0..crtptlon soc • nul Sellmlc deaJgn catego,y Fa 1.2 Site amplflcation factor et 0.21 F• 'nul Site amplflcation factor at 1.01 CRs 0.9 Coefficlen1 of riek (0.2a) CR1 0,91 Coefficlen1 of risk ( 1.0s) PGA 0.429 MCE0 peek ground acc,ellration FPOA 1.2 Site ernplftcatlon factor et PGA PC3Ai.1 0.515 Site modified peek ground IICCOlaration TL 8 Long-period nnaition period (a) SsRT 0.983 ~-rtsk-lllrgeted ground motion (0.2a) SaUH 1.092 Factored unWonn-heurd apectrel occ:elenltion (2% problbil1y of exceedance In 50 years) SsD 1.5 Factored detennlnlltic acceleration veue (0.2o) S1RT 0.359 Probebihtic rtsk-lllrgeted ground motion (1.0s) S1UH 0.394 Factored unlfonn-hazard apecnl acc,elaraUon (2% problbilty of excaedance In 50 yean,) S1D 0.6 Factored detennlnlotic eccelera11on veue (1.0s) PGAd 0.5 Factored detennlnlotic acceleration vem (PGA) • See Section 11.4.8 The n,w/ts indicated hen, DO NOT 19flec1 any state or locel amendments to the val1Jes or any delineation lines made during the building coda adoption proce ... Users should confinn any output obta/nad from this tool with the local Authority Hoving Jurisdiction before procaading with design. Please no/a that the ATC Hazartls by Location website wfJI no/ be updated to support ASCE 7-22. Bnd out wbli Disclaimer Hazard loads era provided by Iha U.S. Geological SUrvey SOIKOIG Ptllgn W,,b Sl(yjcu While the Information praaanted on 1h11 website 11 beloved to be correct, ATC and Its aponson, and contributor■ auume no raoponolbii1y or labllty for Its ec:a,racy. The materiel p<eHnted In Iha report lhould not be used or reled upon for any specific applcation without competent examination and verification of Its ec:a,racy, aultebllty and applcabllty by englneeno or - lcensed profeOllonalo. ATC does not Intend that Iha use of this lnfonnation replace the sound Judgment of oud1 competent profenlonals, having experience and knowledge In the fleld of https://hazards.atcouncil.org/#/seismic?iat=33.1343023&Ing=-1 17.2857978&address=2081 Faraday Ave%2C Car1sbad%2C CA 92008%2C USA 1/2 12/16/22, 8:05 AM ATC Hazards by Location ll This Is e beta release of lhe new ATC Hazards by LocatJon website Please~ wllh foedbaclc 0 The ATC Hazards by Location website wll not be updated to IUpporl ASCE 7•22 Fjnd gut wh~ l\TC Hazards by Location Search Information -., c-dlnatN: 2081 Faraday Ave, ea.-, CA92008, USA 33.1343023, •117.2857978 E-on: Tlmeetamp: Haarcll'ype: ASCE7-16 MRI 10-Yeor MRI2S-Yeor MRl50-Yeor RlokCategoryl Rial< Category II Rllk Category Ill Risk Category r; 257ft 2022·12·16T16:05:06.951Z Wind 67 mph 72 mph n mph 82 mph 89 mph 96 mph 102 mph 107 mph ASCE7-10 MRI 10-Yoar MRl2S-Yeor MRl50-Year MRI 100-Yeor Risk Category I Risk Category II Risk Category 111-r; ASCEN15 72 mph ASCE 7--05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 85 mph Tho rosutts Indicated,,.,. DO NOT reflect any state or local amendments to the vallHIB or any delineation linlJs made during the bulldlng code adopUon -"· Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before _.ding with design. P/6ase note that Iha ATC Hazards by Location ...,bstt• wit/ not ba updated to support ASCE 7-22. E.laif..slULJ6dY. Dlsclalmer Hazard loado are Interpolated from data proytded In ASCE 7 and rounded up to lhe ne■f9lt -Integer. Per ASCE 7, -oond coutal .,.... oulllde the loot contour lhould UH the lutwlnd opeod contour of the -•--In oome cueo, lhlowebllle wllexlrlipollle paatthe IHI wind opeod contour and !Mnlfore, proYlde a wind opeod Iha! .. llghttjhlgher. NOTE: For querieo near wind-borne debrio region boundarieo, the rnullng detelminallon lo -oltlw to rounding which may affoc:t whether or not k lo conslderad to be within a wlnd-bome deb!1o region. Mot.rnalnouo -n. gorgeo, ooeon promontoriea, and opecial wind reglono ohal be examined for unuaual wind condltlono. Whllo the Information preoented on 1h11 -lo beleved to be COITod, ATC end Ill opon1or1 and c:on1rlbutoro HOUme no reoponolbllty or labllty for Ila accurocy. The material preoented In the report ohould not be uoad or roled upon for w,y opedflc applcatlon without compatent examination and verfflcation of Ila accurocy, ouitabllty end applc:abllty by engir-. or other lloenHd profeulonals. ATC -not Intend Iha! the UH of 1h11 lnforrnatJon reploce lhe oound judgment of ouch competent profeoolonels, hiving a-1enco oond knowledge In the field of pradlc:e, nor to aubstllule for lhe otandanl of ca,e reqund of ouch prof-■lo In lnwprallng and applying t,e rnub of the roport provided by 1h11 -· u ... of the Information from lhlo -....,,,,. •• labllty artolng from ouch UN, UN of the output of 1h11 -doe, not Imply approve! by the governing building code bodies raoponolble for building code -■1 and Interpretation fo, the building lite .....,,_ by~• location In the roport. https:/niazards.atcouncil.org/#/wind?lat=33.1343023&Ing=-117 .2857978&address=2081 Faraday Ave%2C Car1sbad%2C CA 92008%2C USA 1/1 miyamoto. Project: 2801 Faraday Ave TI Pg. No.: ___ _ Project No.: MI2204124.00 Cale By: BM Date: 2/7/2023 0 2016 Dock Door Pier: Existing Panel 27 -Pier 1 Out of Plane Check IBC 2018, ACI 318 Wall Panel Thickness = 8.00 TOW= 28.00 Roof Height = 26.33 Pier Width at Opening = 2.00 Panel Width Above Opening = 6.50 Opening Height = 10.00 Opening Width = 9.00 Lateral Loads: Seismic: W, = 0.40 •IE• Sos• W • 0.7 (ASD) IE= 1.00 Sos= 0.786g Ws = 0.220Wp Min. Ws = 0.070Wp in ft ft ft ft ft ft Panel Weight = 100 psf Load Adjacent Opng, W s1 = 44.02 plf Load Above Opng, Ws2 = 143.05 plf Seismic Loading Diagram: 44.02plf 143.05plf 6.5 _l_j.------.t ...---.----~ 1.7 26.33 2 Wind: Ww ='A.• Iw • Pnctlo • 0.6 (ASD) Basic Wind Speed, Vu11 = 96 mph Effective Wind Area, A = 182 ft2 Pnctlo = 18.7 psf 'A. = 1.35 Up to 25' ----A. = 1.38 25' to TOW lw = 1.00 -----Load Up to 25'-0", Ww1 = 98.46 plf -----Load 25'-0" to TOW, Ww2 = 100.50 plf 100.50plf IO.Oft 16.3 ft 1.7ft Wind Loading Diagram: 98.46plf 25.0ft 1.3ft 1.7ft ' i i I I I l A Fir A Rf RxnatRoof= 1695 lbs Rxn at Floor = 1081 lbs M atOpn'g = 103.31 k-in Dist to Max M = 14.480 ft Max. Moment = 120.533 k-in Vertical Loading: eccentricity = 3 + 4.00 7. 000 inches Roof Loads: Dead Load = 24.84 • 6.50 • Live Load = 24.84 • 6.50 • I I i A Fir 1299 RxnatRoof= ___ _ lbs 1296 Rxn at Floor= ___ _ lbs 96.47 Mat Opn'g = ___ _ k-in 13.17 Dist to Max M = ___ _ ft 102.395 Max. Moment = ___ _ k-in 12.0 psf/ 1000 = __ l_.9_37 __ kips 20.0 psf / 1000 = 3.229 kips I l A Rf Wall Wt. Above Mmax = 13.52 • 0.667 • 6.50 • 0.150 kcf = __ 8_.7_88 __ kips 4 Dode Door Plerj Existing Panel 27 -Pler 1 Out of Plane Check Slender Concrete Wall Design u per 2018 IBC Section Thickness • 8.00 in RoofHL • 26.33 ft Compn:uivc Strength, fc • 3.0 kai {J, • 0.85 --- Section Width • 24.0 in Fy • 60.0 lcsi n •_......;;9..;;;.2;a..9 3122 lcsi Allowable Axial• 0.06 • fc • Ag• 34.560 kips Rho Balance• 0.85 • {JI • {fc/fy)(87/(87+fy)) • 0.0214 Maximum As • 0.6 • Rho Balance • b • d • 1.982 in2 As Provided • 1.240 in2 Concrete Clearance at lnJide Face • Concrete Clearance at Outaide Face• Effective Depth to Steel • Check orSdamtc aad Vertical Loaclhic: Spcciral rcspo,uc acceleration coefficient, S,,. • 1.250 in l.2SOin d(in)• 0.786 g Load Combinations from Code· 16-S LoadCuca: I leas than Aa{max), o.le. #S 6.4375 Reveal• d{out)• 16-7 16-3 16-S 2 3 4 O.K. 0.000 in 6.4375 in 16-7 s 16-3 6 Combination Descriptiona: D+ E(in) D +E{in) D+~in) D+E{out) D+E{out) D+~out) Strength Design Load Combination Factor for D Strength Design Load Combination Factor for I., Strength Design Load Combination Factor for E Effective Denth to Steel: d(in) or d(out) Service Load& from Previous Paae PIDL• U37 Pl,,• 3.229 Pul+Pov• P2wtCCN-8.7111 Pu2+Pl!V• P Pl+P2• 13.954 PuPl+P2+P~ M (lat)• 120.533 ePJ • d• <I>• As• T• As . fy• a• (As• fy +Pu)/ {0.8S •re• b) • c• a /bl • lg-b •r'tt2• lcr• n•[As•(d-c)' + {Pu/fy)•(d-c)2•h/2d] + (113)•c'• Mn• (As • fy • + Pu)(d ·a/ 2) • t'lu • (S/48) •Mu• Lu2 / (.75 •Ee• Icr) • Mu: (P•c)• PuPI • cPl /2 • Mu-Mua/(1-{S•Pu•tc2)1(.7S*48•Ec•Ier)] Total Factored Moment: Service Load Dcficction Cbecle: 1.20 0.90 0.00 0.00 1.00 1.00 6.4375 6.4375 2.324556 1.743417 0.000 0.000 2.629 1.439 10.546 7.909 11.927 6.528 14.5S6 7.967 172.190 172.190 7.000 7.000 6.4375 6.437S 0.900 0.900 1.240 1.240 74.400 74.400 1.454 1.346 1.710 1.583 1024.000 1024.000 328.717 321.213 508.006 474.809 2.326 2.381 -9.202 -S.036 202.890 187.845 202.890 187.845 457.206 427.328 78.00 in {upper portion of panel) 1.20 1.20 0.90 1.60 0.00 0.00 0.00 -1.00 -1.00 6.4375 6.4375 6.4375 Factored Load& 2.324556 2.324556 1.743417 S.166 0.000 0.000 7.490 2.629 1.439 10.546 10.546 7.909 10.546 11.927 6.528 18.036 14.5S6 7.967 0.000 -172.190 -172.190 7.000 7.000 7.000 6.4375 6.437S 6.4375 0.900 0.900 0.900 1.240 1.240 1.240 74.400 74.400 74.400 1.510 1.454 1.346 1.777 1.710 1.583 1024.000 1024.000 1024.000 332.756 328.717 321.213 525.2S0 508.006 474.809 0.000 -2.326 -2.381 -26.216 -9.202 -5.036 -34.S27 -225.198 -199.164 -34.527 -225.798 -199.164 472.725 457.206 427.328 tilim • Lu /ISO• lg (upper) 3328 in4 24.00 in (lower portion of panel) lg {lower) 1024.000 in4 1.20 1.60 0.00 6.4375. ID 2.324556 S.166 7.490 10.546 10.546 18.036 0.000 kips lcips lcips kips kips kips kips le-in 7.000 . ID ID 6.4375 • 0.900 1.240 • in' kips ID 74.400 1.510 • 1.777 • ID in' in' 1024.000 . 332.756 . 52S.2S0 le-in 0.000 . ID le-in lr.-in -26.216 -34.S27 -34.S27 le-in 472.725 Jc-in 2.106 in I st iter 2nd iter 3rd iter 4th iter 5th iter 6 itcr M.__,. M(lat) ± PIDL • cPI • 136.224 137.917 Mer• 1.S • sqrt(fc) • {b.,,.• t') 16 • 341.779 341.779 l!,,;r• (S/48) • Mer• Lu2 / (Ee • lg)• 0.342 0.342 l:,n • (S/48) • Mn • Lu2 / (Ee • !er)• 5.148 5.148 upper &.• 2/3llcr+[{Ma-2/3Mer)/(Mn-2/3Mcr)]•(l:,n-2/3/!,,;r) • 0.000 0.000 or (Ma/Mer)• lier• 0.136 0.138 Maw..r-M(lat) ± PIDL • cPI • 136.224 148.274 Mer• 1.S • sqrt(fc) • {b,.. • t') / 6 • 105.163 IOS.163 lier• (5/48) • Mer • Lu2 / (Ee • lg)• 0.342 0.342 l:,n • (S/48) • Mn • Lu2 / (Ee • lcr} • S.148 5.148 lower&.• 2/3llcr+[(Ma-2/3Mcr)/{Mn-2/3Mcr)]*(/:,n-2/3/!,,;r) • 0.971 1.106 or {Ma/Mer)• lier• 0.000 0.000 avglls• (upper Lis+ lower &.)/2• 0.485 O.S53 o.lc. o.le. 137.938 137.938 341.779 341.779 0.342 0.342 S.148 5.148 0.000 0.000 0.138 0.138 149.954 IS0.188 IOS.163 105.163 0.342 0.342 5.148 5.148 1.125 1.128 0.000 0.000 O.S63 0.S64 o.lc. o.le. 137.938 341.779 0.342 5.148 0.000 0.138 150.221 105.163 0.342 5.148 1.128 0.000 0.S64 o.lc. 137.938 341.779 le-in le-in 0.342 . ID 5.148 . ID n ID 0.000 i 0.138 . 150.22S IOS.163 le-in le-in 0.342 . ID S.148 . ID 1.128 • ID 0.000 . ID n 0.564 i o.lc. (E) (4) #5 EF STILL OK d = 8" -1.25" -0.625"/2 'Dock Door Pier: Existing Panel 27 -Pier 1 Out of Plane Cbes;k Cbec:k of Wind and Vertical Loadl.ng: Load Combinations from Code· I~ 16-6 Load Cases: Combination Descriptions: Strength Design Load Combination Factor for D Strength Design Load Combination Factor for L, Strength Design Load Combination Factor for W Effective Depth to Steel: d(in) or d(out) Service Loads from Previous Pa2e PIDL• 1.937 Pl1,• 3.229 P2 • 8.788211451 PPl+P2• 13.954 PuPl+P2• M (laO • 102.39S ePI • d • cl>- As• T • As • fy-·-(As• fy +Pu)/ (0.85 • fc • b) • c• a /bl • lg• b • r /12 • Ier• n•[As"(d-c)' + (Pu/fy)"(d-c)2"h/2d] + (113)•c3• Mn• (As• fy • + Pu)(d -a/ 2) • Liu • (S/48) •Mu • LIC / (.75 • Ee • Icr) • Mu: (P•e)• PuPI •ePI /2• Mu• Mua/(1.(5 •Pu• 1c2l/(. 75"48•Ec• Jer)J Total Factored Momcot Mu• <l>Mn• Service Load Deflection Check: 7 8 D + W(in) D+W(in) 1.20 0.90 0.50 0.00 1.00 1.00 6.4375 6.4375 2.324556 1.743417 1.614 0.000 10.546 7.909 14.485 9.653 170.6584 170.6584 7.000 7.000 6.4315 6.4315 0.900 0.900 1.240 1.240 74.400 74.400 1.452 1.373 1.709 1.616 1024.000 1024.000 299.512 303.958 507.649 483.370 2.531 2.494 -13.786 -6.102 199.781 191.576 199.781 191.576 456.884 435.033 16-3 16-4 16-6 9 10 II D+Lr+W(in) D+W(out) D+W(out) 1.20 1.20 0.90 1.60 0.50 0.00 0.50 -1.00 -1.00 6.4375 6.4375 6.4375 F actorcd Loads 2.324556 2.324556 1.743417 S.166 1.614 0.000 10.546 10.546 7.909 18.036 14.485 9.653 85.3292009 -170.6584 -170.6584 7.000 7.000 7.000 6.4375 6.4375 6.4315 0.900 0.900 0.900 1.240 1.240 1.240 74.400 74.400 74.400 1.510 1.452 1.373 1.777 1.709 1.616 1024.000 1024.000 1024.000 295.125 299.512 303.958 525.250 507.649 483.370 1.284 -2.531 -2.494 -26.216 -13.786 -6.102 81.134 -234.895 -205.784 81.134 -234.895 -205.784 472.725 456.884 435.033 Lllim• Lu/ 150• 16-3 12 D+Lr+W(out) 1.20 1.60 -0.S0 6.4375 • ID 2.324556 S.166 10.546 18.036 -85.32920088 kips kips kips kips kips k-in 7.000 . ID n 6.4375 i 0.900 1.240 . ml kips ID 74.400 1.510 • 1.777 i n 1024.000 i n' m' k-in 295.125 . 525.250 -1.284 • ID -26.216 -153.098 k-in k-in -153.098 k-in 472.725 k-in 2.106 in 78.00 in (upper portion of panel) 24.00 in (lower portion of panel) Jg (upper) 3328 in' lg (lower) I 024.000 in' I st iter 2nd iter 3rd itcr M.......-M(lat)±PIDL • cPI • 118.087 119.553 119.572 Mer• 7.5 • sqrt(rc) • (b..-• r) / 6 • 341.779 341.779 341.779 Lier• (S/48) • Mer • Lu2 / (Ee • lg)• 0.342 0.342 0.342 Lin-(S/48) • Mn • Lu2 / (Ee • lcr) • 5.650 5.650 5.650 upper Lis• 2/3Llcr+[(Ma-2/3Mer)/(Mn-2/3Mer)J•( Lln-213Llcr) • 0.000 0.000 0.000 or (Ma/Mer)• Lier• 0.118 0.120 0.120 M1;,;..,-M(lat)±PIDL • ePI • 102.395 I09.727 110.750 Mer• 7.5 • sqrt(rc) • (b..-• r) / 6 • 105.163 105.163 105.163 Lier• (S/48) • Mer • Lu2 / (Ee • lg) • 0.342 0.342 0.342 Lin• (S/48) • Mn • Lu2 / (Ee • ler) • S.148 S.148 S.148 lower&• 213Llcr+[(Ma-2/3Mcr)/(Mn-2/3Mcr)J•(Lln-2/3Llcr) • 0.591 0.673 0.685 or (Ma/Mer)• Lier• 0.000 0.000 0.000 avg Lis• (upper Lis+ lower Lls)/2• 0.295 0.337 0.342 o.k. o.k. o.k. Bending Check for All Load Combinations· I 2 3 Mu/<l>Mn• 0.444 0.440 0.073 o.k. o.k. o.k. 7 8 9 Mu/<l>Mn• 0.437 0.440 0.172 o.k. o.k. o.k. 4th itcr 5th itcr 119.572 119.572 341.779 341.779 0.342 0.342 5.650 5.650 0.000 0.000 0.120 0.120 110.892 I 10.912 105.163 105.163 0.342 0.342 S.148 S.148 0.686 0.686 0.000 0.000 0.343 0.343 o.k. o.k. 4 5 0.494 0.466 o.k. o.k. 10 II 0.514 0.473 o.k. o.k. 6 iter 119.572 341.779 k-in k-in 0.342 . m 5.650 . m 0.000 i 0.120. ID 110.915 k-in k-in n 105.163 0.342 i 5.148. m 0.686 . m 0.000 . ID 0.343 . ID o.k. 6 0.073 o.k. 12 0.324 o.k. 0 Project: 2801 Faraday Ave TI Pg. No.: ___ _ sn.iyamoto. Project No.: MI2204124.00 Cale By: BM Date: 2/7/2023 Pier Between Dock Doors: Existing Panel 27 -Pier 2 Out of Plane Check me 2018, ACI 318 Wall Panel Thickness = 8.00 1D TOW = 28.00 ft Roof Height = 26.33 ft Pier Width at Opening = 4.00 ft Panel Width Above Opening = 13.00 ft Opening Height = 10.00 ft Left Opening Width = 9.00 ft Right Opening Width = 9.00 ft Lateral Loads: Seismic: W1 = 0.40 •IE• Sos• W • 0.7 (ASD) IE= 1.00 Sos= 0.786g Ws = 0.220Wp Min. Ws = 0.070Wp Panel Weight = 100 psf Load Adjacent Opng, Ws1 = 88.03 plf Load Above Opng, W s2 = 286. l 0 plf Seismic Loading Diagram: 88.03plf 286.IOplf IO.Oft 16.3ft 1.7ft ' i i I I I l A Fir A Rf Rxn at Roof= 3390 lbs Rxn at Floor = 2162 lbs MatOpn'g = 206.62 k-in Dist to Max M = 14.480 ft Max. Moment = 241.066 k-in Vertical Loading: eccentricity = 3 + 4.00 13 J_ 1.7 26.33 9 4 9 Wind: Ww = A • lw • PnctJo • 0.6 (ASD) Basic Wind Speed, V 1111 = 96 mph Effective Wind Area, A = 364 ft2 Pnct3o = 18.7 psf ">. = 1.35 Up to 25' A = 1.38 25' to TOW lw = 1.00 ----Load Up to 25'-0", Ww1 = 196.91 plf ----Load 25'-0" to TOW, Ww2 = 201.00 plf Wind Loading Diagram: 196.91plf 25.0ft A Fir Rxn at Roof= 2598 ---Rxn at Floor= 2592 ---M atOpn'g = ---192.95 Dist to Max M = 13.17 ---Max. Moment = 204.790 7.00 inches 201.00plf 1.3ft 1.7ft i I l A Rf lbs lbs k-in ft k-in Roof Loads: Dead Load = 24.84 • 13.00 • 12.0 psf I 1000 = 3.874 kips Live Load= 24.84 • 13.00 • 18.0 psf / 1000 = 5.811 kips Wa11 Wt. Above Mmax = 13.52 • 0.667 • 13.00 • 0.150 kcf = 17.576 kips I • Pier Bem:em Dock Doon; EJi•Uac Paget 22 • Pier 2 Qut or Plane Cbuk Slender Concrete Wall Design as per 2018 !BC Section Thickness • _...!.QQ. in RoofHt•~ft Comprcuive S1rength. fc • 3.0 bi p' -------0:SS- Allowable Axial • 0.06 •re • Ag• 69.120 lcips Rho Balance• 0.8S • /1 I • (rc/fy)(87/(87+fy)) • ~ Maximum Aa • 0.6 • Rho Balance • b • d • ~ in2 Aa Provided• _1l1Q. in2 Provlde: __ 7 __ Concrete Clearance at Inside Face•~ in Concrete Clearance at Ouuide Face•~ in Effective Depth to Steel• d(in) • ~ Check or Sel,mlc and Vertical Loadlnc: Spectral rcsporue acceleration coefficient, SDI •~ 8 Load Combinationa from Coclc' 16-S 16-7 LoaclCucl: I 2 16-3 3 Section Width•~ in Fy•~bi n•-----212. Ee• 3122 bi greater than total vertical stress o.k. (E) (7) #5 EF STILL OK Reveal • _2:!!!!!!,in d(out) • 6.437S in 16-S 16-7 16-3 4 s 6 Combination Dcacription1: D+E(in) D+E(in) D+Lr(in) D+E(out) D+E(out) D+Lr(out) S1rength Design Load Combination Factor for D 1.20 0.90 S1rength Deaicn Load Combination Factor for u 0.00 0.00 S1rength Deaicn Load Combination Factor for E 1.00 1.00 Effective n...th to Steel: dlin) or dloutl 6.437S 6.437S Service Loadl from Previow Pue PIDL• 3.874 4.649112 3.486834 Pli,• 5.811 0.000 0.000 Pul+Psv• 5.258 2.878 P2..--17.57' 21.092 15.819 Pu2+Psv• 23.85S 13.056 PPl+P2• 27.262 PuPl+P2+P..-29.113 IS.934 M(latl• 241.066 344.380 344.380 ePl • 7.000 7.000 d • 6.437S 6.437S 4> -0.900 0.900 As • 2.170 2.170 T• Aa. fy• 130.200 130.200 .. (As • fy+Pu)/(0.8S •re• b)• 1.302 1.194 c• a/bl• 1.S31 1.40S 1,-b•r/12• 2048.000 2048.000 !er• n•[Aa•(d-c)' + (Pu/fy)•(d-.:)2•h/2d) + (113)•c3-610.0S1 593.738 Mn• (Aa • fy • + Pu)(d • a/ 2) • 921.898 8S3.S00 Liu • (S/48) • Mu • Lu2 / (. 75 • Ee • Ier) • 2.S07 2.576 Mu: (P•e)• PuPI • ePI /2• -18.404 -10.072 Mu• Mua/(1-{S•Pu•Ic'v(.7S•48•EcOJer)) 413.643 379.543 Total Factored Moment Mu• 4>Mn - Service Load Deflection Check: 413.643 379.543 829.708 768.1S0 1S6.00 in (uppc,-portion of panel) 48.00 in (lower portion of panel) 1.20 1.20 0.90 1.60 0.00 0.00 0.00 -1.00 -1.00 6.437S 6.437S 6.437S Factorcdl...oadl 4.649112 4.649112 3.486834 9.298 0.000 0.000 13.947 5.258 2.878 21.092 21.092 15.819 21.092 23.855 13.056 3S.039 29.113 15.934 0.000 -344.380 -344.380 7.000 7.000 7.000 6.437S 6.4375 6.437S 0.900 0.900 0.900 2.170 2.170 2.170 130.200 130.200 130.200 1.3S0 1.302 1.194 1.588 I.S31 1.405 2048.000 2048.000 2048.000 617.358 610.0S7 593.738 952.191 921.898 8S3.500 0.000 -2.S07 -2.576 -48.816 -18.404 -10.072 -6S.267 -460.349 -402.413 -6S.267 -460.349 -402.413 8S6.972 829.708 768.1S0 lllim • Lu/ISO• lg (upper) 66S6 in' lg Oower) 2048.000 in' 1.20 1.60 0.00 6.437S i n 4.649112 9.298 13.947 21.092 21.092 3S.039 0.000 lcipa lcips lcipa lcipa lcipa lcipa lcipa k-in 7.000 i n ID 6.437S . 0.900 2.170 . 130.200 lcipo 1.350 . m 1.588 i n on' on' le-in 2048.000 . 617.358. 9S2.191 0.000 . ID le-in le-in -48.816 -6S.267 -6S.267 k-in 8S6.972 k-in 2.106 in ht iter 2nd iter 3rd iter 4th iter Sth iter 6 itcr M......,-M(lat) ± PlDL • ePI • 272.449 27S.833 Mer• 7.S • sqrt(fc) • (b..,. • r) / 6 • 683.SSS 683.SS8 lier• (S/48) • Mer• Lu2 / (Ee • lg)• 0.342 0.342 Lin• (S/48) • Mn • Lu2 / (Ee • ler) • S.033 S.033 uppcrlls• 2/36cr+[(Ma-2/3Mer)/(Mn-2/3Mcr)j•(6n-2/36er) • 0.000 0.000 or (Ma/Mer)-lier • 0.136 0.138 M._,. M(lat)±Pl01. • cPI • 272.449 298.288 Mer• 7.5 • sqrt(fc) • (b.,, • t') / 6 • 210.32S 210.325 lier• (S/48) • Mer • Lu2 / (Ee • lg)• 0.342 0.342 Lin• (S/48) • Mn • Lu2 / (Ee • !er)• S.033 S.033 lower&• 2/36cr+[(Ma-2/3Mer)/(Mn-2/3Mer)j•(6n-2/3ller) • 1.041 1.200 or (Ma/Mer)• lier• 0.000 0.000 avglls• (upper Lis+ lower lls)/2• 0.S20 0.600 o.k. o.le. 27S.87S 27S.876 683.S58 683.S58 0.342 0.342 5.033 S.033 0.000 0.000 0.138 0.138 302.231 302.833 210.32S 210.32S 0.342 0.342 S.033 S.033 1.224 1.228 0.000 0.000 0.612 0.614 o.k. o.k. 275.876 683.S58 0.342 S.033 0.000 0.138 302.925 210.32S 0.342 S.033 1.228 0.000 0.614 o.k. 27S.876 k-in k-in 683.5S8 0.342 . S.033 i 0.000 . m n m 0.138 . 302.939 ID le-in k-in 210.32S o.k. 0.342 i n S.033 . m 1.228 i n 0.000 . 0.614 i ID n Pier Between Dock Doon ; Existing Panel 27 -Pier 2 Out or Plane Cherk Check of Wind and Vertical Loading: Load Combinations from Coclc-16-4 16-6 Load Cases: 7 8 Combination Descriptions: D+W(in) D+W(in) Strength Design Load Combination Factor for D 1.20 0.90 Strength Design Load Combination Factor for Lr 0.50 0.00 Strength Design Load Combination Factor for W 1.00 1.00 Effective "-'th to Steel: d/in) or d/out) 6.4375 6.4375 Service Load PIDL• 3.874 4.649112 3.486834 Plu• 5.811 2.906 0.000 P2• 17.5764229 21.092 15.819 P Pl+P2• 27.262 PuPl+P2• 28.647 19.306 M(lat)• 204.790 341.3168 341.3168 ePI • 7.000 7.000 d • 6.4375 6.4375 cl>• 0.900 0.900 As • 2.170 2.170 T • As. fy-130.200 130.200 ·-(As• fy +Pu)/ (0.85 • re • b) • 1.298 1.221 c • a/bl = 1.527 1.437 lg• b •r'/12• 2048.000 2048.000 lcr• n•[As•(d-c}' + (Pu/fy)•(d-c)2•h/2d] + (V3)•c1• 545.935 555.334 Mn • (As • fy • + Pu}(d· a /2)= 919.502 871.135 Au • (5/48) •Mu• Lu2 / (.75 •Ee • Jcr) • 2.777 2.730 Mu: (P•e)• PuPI • cPI I 2 = -26.442 -12.204 Mu• Mua1r1-rs•Pu•1c2vr.1s•4s•Ec•1cr)l 410.549 389.203 16-3 16-4 9 10 D+Lr+W(in) D+W(out) 1.20 1.20 1.60 0.50 0.50 -1.00 6.4375 6.4375 Factored Load 4.649112 4.649112 9.298 2.906 21.092 21.092 35.039 28.647 170.6584018 -341.317 7.000 7.000 6.4375 6.4375 0.900 0.900 2.170 2.170 130.200 130.200 1.350 1.298 1.588 1.527 2048.000 2048.000 538.097 545.935 952.191 919.502 1.409 -2.777 -48.816 -26.442 171.415 -479.501 16-6 II D+W(out) 0.90 0.00 -1.00 6.4375 3.486834 0.000 15.819 19.306 -341.317 7.000 6.4375 0.900 2.170 130.200 1.221 1.437 2048.000 555.334 871.135 -2.730 -12.204 -418.067 16-3 12 D+Lr+W(out) 1.20 1.60 -0.50 6.4375 i n 4.649112 9.298 21.092 35.039 -170.6584018 kips kips kips kips kips k-in 7.000 i n 6.4375 i 0.900 2.170 i 130.200 kips 1.350 i 1.588 i n Ul◄ 2048.000. 538.097 i n' k-in 952.191 -1.409 i -48.816 -308.767 k-in k-in Total Factored Moment: Mu• <l>Mn • M-.....r- Mer• lier• An - upper As• ~ Mer• 6.cr• An• lower&• avgb.s • 410.549 389.203 827.SSI 784.022 Service Load Deflection Check: 156.00 in (upper portion of panel) 48.00 in (lower portion of panel) I st iter 2nd iter M(lat) ± PloL • cPI • 236.173 239.107 7.5 • sqrt(rc) • (b,,. • 12) / 6 -683.558 683.558 (S/48) • Mer• Lu'/ (Ee • lg)= 0.342 0.342 (5/48) • Mn • Lu2 / (Ee • lcr) = S.625 S.625 2/3llcr+[(Ma-2/3Mcr)/(Mn-2/3Mcr)]•(An-2/3llcr) • 0.000 0.000 or (Ma/Mer)• lier• 0.118 0.120 M(lat)±PlDL • c.Pl • 204.790 220.305 1.5 • sqrt(fc) • (b,., • r-) / 6 = 210.325 210.325 (5/48) • Mer• Lu'/ (Ee • lg}= 0.342 0.342 (5/48) • Mn • Lu2 / (Ee • lcr) = S.033 5.033 2/3llcr+[(Ma-2/3Mer)/(Mn-2/3Mcr)J•(An-2/3b.cr) • 0.625 0.720 or (Ma/Mer)• lier• 0.000 0.000 (upper Lia+ lower b.s)/2= 0.313 0.360 o.lc. o.lc. Bending Check for All Load Combinations· I I 2 0.499 I 0.494 o.k. I o.k. 171.415 -479.501 -418.067 856.972 827.551 784.022 lllim • Lu / ISO• lg (upper) 6656 in' lg (lower) 2048.000 in' 3rd itcr 4th iter 5th iter 239.143 239.144 239.144 683.558 683.558 683.558 0.342 0.342 0.342 5.625 S.625 S.625 0.000 0.000 0.000 0.120 0.120 0.120 222.672 223.034 223.089 210.325 210.325 210.325 0.342 0.342 0.342 5.033 5.033 5.033 0.735 0.737 0.738 0.000 0.000 0.000 0.367 0.369 0.369 o.k. o.k. o.k. 3 4 s 0.076 0.555 0.524 o.k. o.k. o.lc. -308.767 k-in 856.972 k-in 2.106 in 6 itcr 239.144 683.558 0.342 i S.625 i n 0.000 i n 0.120 i 223.097 D k-in k-in n 210.325 0.342 i 5.033 i 0.738 i n 0.000 i 0.369 i o.k. 6 0.076 o.k. 7 8 9 10 11 12 Mu I <l>Mn = 0.496 0.496 0.200 0.579 0.533 0.360 t----+----+-----+----+---t-----o. k. o.k. o.k. o.k. o.k. o.k. I t ORIGINAL CALCULATION I KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 10 I I I I I I I I I I I I I I I I I I (714) 263-1308 FAA (714) 263-1310 PROJECT CARLSBAD RESEARCH CENTER-LOT 50 & 51 DATE 9-14-96 SHEET _L OF __ _ SUBJECT £13121 ~RAOA Y' AlE. CALC.BY _ ____,_._Joea ..... -'"""6.0J ..... a11_~----,.- 0lR/st>A&? ~ ~ Al6J,,J Jr, N"-~1~ DESIGN CRITERIA l!>Aseo oAl ,J!e:,£ .3 Sds.:: ~-7e:,a, BUILDING CODE: 1994 UNIFORM BUILDING CODE JOB ADDRESS: CARLSBAD, CALIFORNIA SEISMIC: SEISMIC ZONE= 4 Z = 0.4 0.J"fli? = 0.75 UNDER (!>.I e, ~Bio.7 V == Zl..C... W = 0,4 x 1.0 x 2.75 W • 0.1133 W < I ASD Design I Rw 6 • Fp = Z Ip Cp Wp = 0.4 x 1.0 x 1.2 x Wp = 0.48 Wp WIND; WIND SPEED= 70 MPH EXPOSURE= C (i) PRIMARY FRAMES & STRUCWRE: P = Ce Cq qs Iw = 1.27 x 1.3 x 12.6 x 1.0 = 20.8 PSF (ii) ELEMENTS & COMPONENTS: a. WALL ELEMENTS P = 1.20 x 1.23 x 12.6 x 1.0 = 18.6 PSF b. ROOF ELEMENTS SLOPE= < 7: 12 P = 1.27 x 1.30 x 12.6 x 1,0 = 20.8 PSF ( t ) CONCRETE PANELS; F'c = 3000 PSI@ 28 DAYS F'y = 60K.SI FOUNDATION: ALLOW ABLE BEARING PRESSURE= COEFFICIENT OF FRICTION= ALLOW ABLE PASSIVE PRESSURE= 2000 PSI 0.25 (1/3 INCREASE FOR SEISMIC) 280PCF I I ORIGINAL CALCULATION I KLT CONSULTING STRUCJURAL f.NG!NEEBfi 3430 Irvine Avenue, Newport Beach, CA 92660 Te~(714)263-1308 Fax:(714)263-1310 PROJECT _________________ DATE ____ SHEET K~'? OP: --I I I I I I I I I I I I I I I I I I SUBJECT ___ ---'"Lo~r-L~.Wo'-------------CALC. 9y ___ J08 4 ~c::>44- a. b LtJ..lE-I To 2 , IJ.). (Cit~ t 5 %) x so5 1 ) >< ~. ,e,e,~ o 1754 71 iJ 'f=. f7 !>;J 3/1 ,X 4-,p I ~ 7&? 1' ,:, ~ .x &PS' {,() ~ [ (~-t-~) ~ X /t!'O!t, + 14"'¼ )( se,o~ XO. t6~~ = ~11!7'7I d6e-ffi'1:,frzucf• l ft.1w"cr;:, w/ /c:>d ~ 4, rp 1 1-21 G:> cl' F Line 7 = 2075 pit x 210'/2 = 217.9K (ASD) I l ORIGINAL CALCULATION_!~ I I I I I I I I I I I I I I I I I I I I j I I I I I I I I I . I -'-, (-"fl-- ,;~ 1 ~~ fl -· Project: _____ 28_0_I_F_a_ra_d_ay..__A_v_e_T_I ___ _ rniyamoto. Project No.: Ml2204124.00 Cale By: MLR Intermediate Precast Concrete Shear Wall Analysis (R=4)-Line 7 Wall Line Design Parameters: Wall Panel Thickness = 8.00 in -----Wall Length = 580.50 ft -----TOW = 28.0 ft -----RoofHeight = 26.3 ft -----Bttn. of Panel Below FF = 5.5 ft Seismic Design Loads: p = 1.0 217.9K X 0.75 Sos= 0.786g ---~-V = 0.197W ----'t"r."" Vroor= 163.5 k {LRFD, Including p) ----- Concrete Design Parameters: F'c = 3,000 psi Fy = 60,000 psi E = 3122ksi Vertical Loading: Roof Dead Load = 300 plf Roof Live Load = 400 plf Pg.No.: -----Date: 2/7/2023 v 169 8 k ( t f) wall = a roo /7 V total / Wall Length x Panel Length I V1ota1 = 333.3 k {LRFD) I Panel Stiffness Type A B I C D E F G 1 Number of Panels 0 11 0 l 0 0 0 Length of Single Panel 0 26 0 23 0 0 0 Shear per Panel Ocios' 0.0 14.9 0.0 13.2 0.0 0.0 0.0 2 Number of Panels 0 0 0 0 0 0 0 Length of Single Panel 0 0 0 0 0 0 0 Shear per Panel Ocios' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 Number of Panels 0 0 0 0 0 0 0 Length of Single Panel 0 0 0 0 0 0 0 Shear per Panel Ocios' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 Number of Panels 0 0 0 0 0 0 0 Length of Single Panel 0 0 0 0 0 0 0 Shear per Panel (kios' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 Number of Panels 0 0 0 0 0 0 0 Length of Single Panel 0 0 0 0 0 0 0 Shear per Panel (kips; 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 Number of Panels 0 0 0 0 0 0 0 Length of Single Panel 0 0 0 0 0 0 0 Shear per Panel (kips) 0.0 0.0 0.0 0.0 o.o 0.0 0.0 7 Number of Panels 0 0 0 0 0 0 0 Length of Single Panel 0 0 0 0 0 0 0 Shear per Panel (kips) 0.0 0.0 0.0 0.0 0.0 o.o 0.0 8 Number of Panels 0 0 0 0 0 0 0 Length of Single Panel 0 0 0 0 0 0 0 Shear per Panel (kips) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 '!1iyamoto. Projcct: ____ ..;;2;;;.80;;.;1...;F..;;ara=da::.Y...;A;;;.v;.;;e...;TI.;_ ___ _ Project No.: MI2204124.00 Cale By: MI..R Pg. No.: ___ _ Date: 2/7/2023 Panel Sdffneu Type Bl (Panel 27) In Plane Check Shear Wall Wall Pier Column Member Wall Pier/Col. Panel Thickness • 8.00 in Pier & Opening Dimensions Panel Width -26.0 ft Pier I Width -2.0 fl Opening I Width• 9.0 ft E • 3122ksi Fe • 3,000 E•i Fy = 60,000 E•i TOW= 28.0 ft Pier 2 Width• 4.0 ft Opening 2 Width• 9.0 ft Roof Height= 26.3 ft Pier 3 Width • 2.0 ft Opening Height= I 0.0 ft FFtoTOF-5.5 ft Critical Height = 13.1 ft Typical Vert. Rcinf. = __ #_5_a_t __ 12_in ____ _ Vu = 14.9k Roof Dead Load • 300Elf Roof Llve Load • 400 Elf Sos-0.786 V • 0.197W (I.RFD) DL factor = 1.357 {l.2+o.2Sos from ASCE 7-16 12.14.3.1.3) DLfactor=--0-.7-4_3_{0.9-0.2Sos from ASCE 7-16 12.14.3.1.3) p= 1.0 ---- Pier 1 Opn'gl Picr2 0pcn'g2 Pier 3 Thickness• 8 8 8 Width• 2 9 4 9 2 Height= 10 10 10 10 10 ¾Vu• 0.12 0.15 0.12 Vu = 1.84 11.25 1.84 Mu-9.21 56.23 9.21 Pu (cone)-18.59 37.19 18.59 Pu (roof)• 2.65 5.29 2.65 Pu (total) -21.24 42.48 21.24 d• 20.00 44.00 20.00 As(Mu)• 0.10 0.29 0.10 As IMu)= 0.39 0.39 As(Mu+Pu)= 0.01 0.11 0.01 AsfMu+Pu)= 0.30 0.30 As Provided = 0.62 0.62 0.62 Designation: Wall Pier Wall Pier Wall Pier Pt· a.= 2.00 2.00 2.00 A.,= 192 384 192 ,v.= NIA NIA NIA Shear Check: NIA NIA NIA 2 Layers? No No No Horiz.Hooks? No NIA Yes Exceed 400/fy'i No No No Ag*fc/10= 57.60 115.20 57.60 Mpr-877.00 1993.00 877.00 Ve • 14.62 33.22 14.62 Vno• 3.68 22.49 3.68 DesignV• 14.62 33.22 14.62 Tie size-#3 #3 #3 Tic spacing= 6.0in 6.0in 6.0in Code Section: Tic Size• Tic Spacing• ,v.= 33.1 72.9 33.1 Shear Check: OK OK OK OT Mu = 475 k-ft Resisting Mu = ___ 6_5_6 k-ft (left) Resisting Mu = 656 k-ft (right) Pnl Above 8 26 16.33 1.00 14.93 243.79 63.52 10.59 74.10 308.00 0.18 -0.13 0.62 Shear Wall 0.0025 2.00 2496 388.69 OK No Yes No 748.80 NIA ID ft ft kips ft-kips kips kips kips ID (assume rcinf 4" from panel edge) ID2 (jamb) ID2 (edge) ID2 (jamb) ID2 (edge) ID 2 ( I (2} #5 OK I ( ACI 318-19, Seel 18.10.2.1) (ACI 318-19, SecL 18.10.4.1) ID2 kips (ACI 318-19, Sect. 18.10.2.2) (ACI 318-19, Sect. 18.10.6.5.a) (ACI 318-19, Sect. 18.10.6.5.b) kips k-in kips lcips kips (min. of Ve orV00, Sect. 18.10.8.J.a) kips ('!>V,•0) Tuplift = no uplift ~fs (I.RFD) ~ I As (uplift)= o.oo ID I ~ Still no uplift with current code. 14 rniyamoto. Project: _____ 2_80_I_F_ara_da-y_A_v_e_TI ___ _ Project No.: M12204 l 24.00 Cale By: MLR Pg. No.: ___ _ Date: 2n12023 Panel Sdffna, Type D1 (Panel 37) In Plane Check Shear Wall Wall Pier Column Member Wall Pier/Col. Panel Toiclcncss - Panel Width - TOW• Roof Height - FFtoTOF- Criticial Height - 8.00in 23.0 ft 28.0 ft 26.3 ft 5.5 ft 13.1 ft Pier & Opening Dimensions Pier I Width = 2.0 ft Opn'g Width= 12.0 ft Pier 2 Width = 9.0 ft Opn'g Height -I 4.0 ft E-3122ksi Fe= 31000 psi Fy -60,000 psi Vu -13.2llc Typical Vert. Reinf. = __ #_5_a_t __ l2_m_· ____ _ Dead Load • 300plf live Load -400plf Sos-0.786 V -0.197W (LRFD) DL factor -__ 1_.3_5_7_(1.2+o.2SDS from ASCE 7-16 12.14.3.1.3) DL factor -0.743 (0.9-0.2SDS from ASCE 7-16 12.14.3.1.3) p• 1.0 Pier I Opn'g I Thickness -8 Width • 2 12 Height• 14 14 ¾Vu= 0.02 Vu -0.29 Mu = 2.05 Pu (cone)= 19.00 Pu (roof)-3.26 Pu (total)= 22.26 d -20.00 As(Mu)• 0.02 As(Mu)• 0.31 As(Mu+Pu)• 0.00 As<Mu+Pu)• 0.21 As Provided • 0.62 Dcsimation: Wall Pier p.• a.-2.00 Ac,= 192 q,V.• NIA Shear Check: NIA 2 Layers1 No Horiz. Hooks1 No Exceed 400lfy'i No Ag•fcll0 • 57.60 Mpr -877.00 Ve = 10.44 Vno• 0.59 Design V= 0.59 Tie size= #3 Tie spacing -6.0in Code Sect.ion: Tie Size - Tie Spacing - q,V.• 33.1 Shear Check: OK OT Mu • 420 k-ft Resisting Mu -567 Jc.ft (left) Resisting Mu • 436 Jc.ft (right) Tuplift = no uplift kips (LRFD As (uplift) -o.oo in2 I Pier2 8 9 14 0.98 12.91 90.39 45.60 6.11 51.71 104.00 0.19 0.48 0.00 0.26 0.62 Shear Wall 0.0025 2.00 864 134.55 OK No No No 259.20 NIA NIA NIA NIA NIA PnlAbove 8 23 12.33 1.00 13.21 162.84 43.70 9.36 53.07 272.00 0.13 -0.09 0.62 Shear Wall 0.0025 2.00 2208 343.84 OK No No No 662.40 NIA m ft ft kips ft-Jcips kips kips kips m ( assume re inf 4" from panel edge) n2 (jamb) i i n2 (edge) m2 (jamb) 1D2(~ i n 2 ~ (ACI 318-19, Sect. 18.10.2.1) (ACI 318-19, Sect. 18.10.4.1) ID2 kips (ACI 318-19, Sect. 18.10.2.2) (AC! 318-19, Sect. 18.10.6.5.a) (AC! 318-19, Sect. 18.10.6.5.b) kips k-in kips lcips kips (min. of Ve or V 00, Sect. 18.10.8.1.a) kips (q,V0=0) Still no uplift with current code. OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID # __________________ I PLAN CHECK # __________________ I Business Name Lincoln Property Project Address (include suite) 2081 Faraday Carlsbad, CA 92008 Mailing Address (include suite) 2081 Faraday Carlsbad, CA 92008 Project Contact Dana Tsui Business Contact Shawna Peterson City City State State Telephone# 951 -587-7402 Zip Code Zip Code Applicant E-mail Telephone# Danat@sca-sd.com 619-208-6888 BP DATE APN# 212-120-26 Plan File# The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: /not required for projects within the City of San .lllim,Q}: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan subm"1ttal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH HAZARDOUS MATERIALS DIVISION IHMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO □ 0 □ 0 □ 0 □ □ □ □ □ 0 0 0 0 0 (for new construction or remodeling projects) 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 greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? Will your business store or handle carcinogens/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 facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Residences are typically exempt, except-single building with more than four dwelling units and those with more than one detached residential buildings on the property-e.g. granny flats [+Exdudes garages & small outbuildings not used as dwelling units]. If yes is answered for the questions below please see link for further instructions: here or for more comprehensive requirements, please contact apcdcomp@sdapcd.org or call (858) 586-2650. YES NO 0 □ 2.0 0 3. □ 40 Will the project disturb 100 square feet or more of existing building materials? If yes, submit an asbestos survey to apcdcomp@sdapcd.org. Will any load supporting structural members be removed? If yes, submit an asbestos survey and demolition notification to apcdcomp@sdapcd.org at least 1 0 working days prior to starting the demolition of a load bearing structure. A notification is required even if no asbestos is present in the structure. (ANSI/VER ONLY JF QUESTION 1 IS YES) Will 100 square feet or more of friable asbestos material be disturbed? If yes, submit a notification of asbestos removal to apcdcomp@sdapcd.org at least 10 working days prior to starting asbestos removal. Will any equipment or operations be installed that may require an APCD Permit to Operate? Please see the reverse side of this form for typical equipment requiring an APCD permit If yes, contact APCD prior to the issuance of a building permit. Briefly describe business activities: Briefly describe proposed project: installing overhead doors Warehouse I dedare under penalty of perjury that to the best of my knowledge and belief t e responses made herein are true and correct. Dona T&u, 5 I 5 / 2023 Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ________________________________ _ BY DATE / / EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMO APCD \ ,,'!\ ,. ''<·-~\\ ·~o ' R, .• •··1,, d ,! ~ 05(04/2023 M_F D:t-·" i·11'.,<1ls. ,. , " ((\'-" ( ' .;,_, *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply HM-9171 (01/22) County of San Diego -□EH -Hazardous Materials Division