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2262 AVENIDA MAGNIFICA; ; PC2020-0019; Permit
PERMIT REPORT Plan Check Permit Print Date: 04/28/2022 Job Address: 2262 AVENI DA MAGNIFICA, CARLSBAD, CA 92008-6846 Permit Type: BLDG-Plan Check Work Class: Commercial Parcel#: 1672503800 Track#: Valuation: $0.00 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: ProjectTitle: Status: { City of Carlsbad Permit No: PC2020-0019 Closed -Finaled Applied: 05/28/2020 Issued: 10/06/2020 Finaled Close Out: 04/28/2022 Inspector: Final Inspection: Description: THE RESERVE: VOLUNATRY SEISMIC RETROFIT FOR 10 BUILDINGS (TUCK UNDER PARKING) FEE MAN UAL BLDG PLAN CH ECK FEE Total Fees: $300.00 Property Owner: DP CARLSBAD MAGNI FICA INVESTORS LP DP AIRPORT HOSPITAL WAY INVESTORS LP C/O DECRON PROPERTIES CORP 6222 WILSHIRE BLVD, # UNIT 400 LOS ANGELES, CA 90048 Total Payments To Date: $300.00 Balance Due: 1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $300.00 $0.00 ( City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value PC Deposit --------- Date S ""d g .. ;:)..()cX!) Suite: ____ APN: __________ _ JobAddress 'J"1lo;;} Al/en,i\a N¼nj.Q,(..d CT/Project#:, __________________ Lot #: ___ _ Fire Sprinklers: 0 YES • NO Air Conditioning: 0 YES O NO Electrical Panel Upgrade: 0 YES. NO BRIEF DESCRIPTION OfWORI(: vo\11V\tQ-<' l{ ~, s.m' C. ~eh-oC, t-~ ·, u.ck, t.Avid.0v \1r.f:_j {) c 0 Addition/New: _____ Living SF, ____ Deck SF, ____ Patio SF, ____ Garage SF Is this to create an Accessory Dwelling Unit? OY ON New Fireplace? 0 YON, if yes how many? __ D Remodel: ____ SF of affected area Is the area a conversion or change of use? 0 Y ON 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ osolar: ___ KW, ___ Modules, Mounted:ORoofOGround, Tilt:O vO N, RMA:OYON, Battery:OY ON, Panel Upgrade: OY ON D Reroof: __________________________________ _ D Plumbing/Mechanical/Electrical Only: -------~---------------- ~ Other: Vo{ll.l'\'t~l"<-j Se ,:s fY"I 1 '--Ke:lroV~ t \ DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: · \ "<" ";\(QC\urc.. 'tn · Name: -------......--~tt-~~----- Address: \ oftOl" 611.Jc) -S.-'e l?-5 Address=-------~,...>...H,---,,-➔.i"'"'=,----- City:~;:,:o,-\a A-(ll\.. State:CA. Zip: J1o City: _______ State:_.......,,,_•-r;,s.-...,------- Phone: :::J 14. 5.51 ·-g: sc; I Phone:------------'~#---- Email: \\,\ 0 b (,) 00 e&. ' t:\~ "i )(ll)Gi'.;n.5\-e k, rk., (../)~ail: ___________ __.,...,___~--- Architect State License: S';J <f> S State License: ______ Bus. License: ______ _ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a cfvil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 o/2 Rev. 03120 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following dee/a rot ions: D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the labor Code, for the performance of the work which this permit is issued. 01 have and wiU 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: _____________________ _ Policy No. _______________ Expiration Date: __________ _ D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come 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. CONTRACTOR SIGNATURE: __________________ □AGENT DATE: _____ _ ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Can tractor's License Law for the following reason: DI, 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). ■ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). DI am exempt under Section ________ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. QYES ONO 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work {include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted {hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): OWNER SIGNATURE:µ ::,it(/µ~ ■ AGENT DATE: s·t 13 /'Zo LO 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: ____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I Yes I®, Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes !Jlg) Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes I~ IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT 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. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS ANO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF TI-IE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such pennit is not commenced within 180 days from the date of such permit or if the building or work authorized by such pennit is suspended or abandoned at any time after the work is commenced for a period of 180 days. CBC section 105.5. APPLICANT SIGNATURE:--?::-< z;. ,1 h.J~ 1635 Faraday Ave Carlsbad, CA 92008 B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 DATE: 5lt3 j-w u:.:, Email: Building@carlsbadca.gov Rev. 03/20 NSI -~-•-ldo•CA•921154 f 2 Olllca(7IO)ffl.0.0 .. fe,t'(710'"3-214' 1 0 NARBETH STRUCTURAL INSPECTION i""' 01MTE oa/10/21 © Authorized Q""'1'1F(lACS)CONCRET£ ~STIIUC'tSTES.-Y □-AY-Al'f'IJl!l>'1REl'AOO!'ING @ Kl ACI (XICBO Q.-E •<XlNCAETI! -GYl'SJM 0<m-.,. Spooiol-□ ~ MASONRY D ,_ "°"""""" JO&""""""" © ---Pl"!AN ............ 6) 2315 Via Santos, Carlsbad CBCA-2020-003 -@ (!! The Reserve Apart~da#12 • •· ·---r Arrhit~~t COHSffl . ...-n. (M'E. -= . @ I ""'-""" "' ..... @ -@ Englekirk Structural Engineer °E?'rrw.n.Be CE8lQN. ~ GMDe a W'(VII_ Wl!!l.l)-R)O. ETC.) (!) """"""'""""""""' 9 -8 lectrode .1-r -I OONm HiiiPClfll W WORK @ A992,A36 Precision Design & Fabrication LAB.~ & Te$T1NG \AJl'RlilK. h'-"W ·1. SNll'l.£S @ A325 High strength bolts ~ell] ~@ -LOCRIONCIFWOfll. UOEC!S:,, IU'f'SMIPLD'ttiKJ2N, WOAKAU:C1"ED_J09PROIU!MS, ncoaz PllilAfl(S.m;:. @ lll!l'Olff01' NCU.l:>ES NCR4G10N MCUT"-MQ,lffli; O,Mlln:PIAI..PlACl!l>OI ~ I IC a zue:.. tlJ\ll!EA. TVPf l tDl!!Nf. N0"8 Of DATE --TIME i,i111 e:::'l!D 'ISIT..-SWCOI. STIIJCT.CONN5Cn0HII~""""'-"-~ IIWll~COECl<G>. ETC- 8/10 Observation of Field weldina Buildina #12 1. Moment frame connections -steel frame B, new W12x96 columns and New W12x72 beam. Welding East end connections, CJP Too & Bottom flanges to column flanae Del. 3A,3B/S301. CJP beam web to column flange. 3/8" shear tab us~~ as backinq. Del 3E/S301 Weldinq conforms With AWS D1 .8/D1 .1 2. East and West end of MF columns to CE) beam 1/2"x 12"Lx beam width Doubler olate at bottom beam flanae to column 5/16" fillet welds Det 2/S301 3. IE) W12x65 beam to new MF B<>am 3/8" shear nlate welded to wenc nf Beams 5/16" fillet. 4. East MF column to (E) shear wall 1 /2"x3" drag plate, 5/16" fillet to column Web. 1/4" SDS screws at 4"o/cl10\ screws total. Det3/S401 AWS Cert. Welder: Jimmy L Robinson-FCAW-4G ntlS REPORT DOES NOT REIJ&VE 1ltE CONTRACTOR OF HIS RESPON8IBUT'f TO BUILD PER THE Pl.ANS, SPECIFICATIONS AND ALL APPIJCjt,81 E CODES. TO'IHCIIEIITOl'hft'MIIOWLEDOE,--CC,l.bm\8111MlCClAIIANCl INSIECl"ORO,,,O,,,_,-> Nicholas Narbeth/.i? ~~ WITHTHE901.---THE-PUll8, 1,. 'l1f-n 8PIICIACA110Nl,ANDAPP\JCl,8U;RCTION$0f lHI! U.B.C. lll&DIN900DI?, lNJ!SS on 191\'lffB! NOTSJ. om-08/10/21 Cl!ITFICA11!""-5220351-IC 'M-I.ITE~NSI CANARV • Camactor PINK-~Offlclol ACl-01115011 NSI -~-•-lcle•<:A•-2 f 2 Olllce(7IO)ffl-• ... ,r(T904'3-2144 0 NARBETH STRUCTURAL INSPECTIOH jNO. 01~ oa/10/21 @ Aulhortzed DR~• r,rn ~ ~ STAUCt sraa.ASSaGY □ 9'PAV-APPLB>A."lS F;OOFOO @ Kl AC! (XICIIO D PRC-6'1'E D .:oNCllEII; ~ GYl'OUM D OTHA --Q AEINRll'Cl'O,,,,.,.,,_. Q llE&PFOUN:lATlON JOB AOOl1E99 © '315,2325 Via Santos.2325 Via Clemente Carlso. --~~ .......... ..__ ~ "BCA-2020-0032. 0-0031.2020-003 ··--@ ••· ,rrnr Ari;hitei;t @ The Reserve Aoartments Bldo#12 13.9 CONS'ffl, MU1. (T'r1"E. CiRADE. ETC.) •• 01""""""""""""'-@ -~ ' Englekirk Structural Engineer amr~ae ~ ~o,w:ie & WGfl_ Wl!U>-IIDO. £J'CJ @ QENEJW.<XlNTIW:"ICA 9 -8 lectrode ,_en, I:: . I OONm. -@ A992,A36 A325 Hiah strenath bolts Precision Design & Fabrication Wl lll!eeMNG & Tilffl'IG LMMP\ES (8 A615,A706 Rebar t~c(!'j =""'-@ -L0C,lil10HC1f~ i#ECJib,. l'ESf &Mfl'L.& 'TlilGN. WOFII< A&,IEC1"ED. J08 PACa.l!MB. p,;,.:3 ilZ Rl!IIIANCS. lilC, @ """""""" NCUJ0ES ~ MOUT...wtUfTS '7 IIMl'&fUl. PlACl!D CftwtRC I C CA 8) NJt.eel. nPEI l0!NT,, NO"SOf """' "'""""""' -TIME JB t';Cl8' ,_ __ SIIIOOl:~l'Mlll8"""'-H.T. 80l]ll~Ol<E1Gl). = 8/10 Observation of Field weldina Buildino #12, 13,& 9. 1. East MF column to (E) shear wall 1 /2"x3" draa olate, 5/16" fillet to column Web. 1/4" SDS screws at 4"o/c(10) screws total. Det3/S401 Blda 13 & 9 AWS Cert. Welder: Jimmy L Robinson-FCAW-4G 2 Reinforcina steel at Moment frame Grade Beams at Blda 12, 13,& 9 A. HS grouting at colum_n base plates using Rapid Set Cement All, non shrink arout. Surfaced nrenned clean wood forms around base nlates arout mixed to a flowable mix ner manufactures snecifications. B. Reinforcina-14)#8 lonaitudinal bars ton & bottom snlice at middle and · At ea. end to /El Grade beam dow<>I«. #4 ties @6"0/c Reinforcing steel tied secure. Det. 5/S301 and Ian c:nlices schedule. Cleanina out footinas THIS AIIPORT DOES NOT RELIEVE T14E CONTRACTOR OF HIS RESPON8IBaJ1Y TO BUILD PER T14E Pl.ANS, SPECIFICATIONS AND ALL APPUCAIILE CODES. TO l)E IEBT OF MY KNCMUDQE, WORK INOPX!ED WAS• AOXIRN"a 1.-tcroll .,._ai:'NN) Nicholas Narbethffi&!_.1 J!I -------PUN&, Ill II,,~., • SPl!Cl'ICAl'ICNNID~Sl!C110NSOFllEll.kC lllll.llNil00DE, IN.BS 0'111119flS!NOTm. Dm8IONID 08/10/21 CERtF1CA11!110. 5220351-IC WHITE-NS! CANMH -Con1nc:1or PINK -~ Offlclol ACl-01115011 HSI -~-•OCNntldt•CAe9211M 0111ce{780l m-•,-,.·(190.U.2144 . NARBETH STRUCTURAL INSPECTION r'°9NO. ©/1>1<1£ oa/09/21 © Authorized □ Af!INR)ACEOCONCRET< ~ smuct STEB. _,, □ -~.........,,-AOOFli,(; Kl ACI CllC90 □ --,,C0N(l11En, ~G'l'PSN D cm-.., @ Spoolal-□-MASQHfff D """"FO\JN0ATl0H J08""""""" @ --,!}/"""'""'-® 2325 Via Clemente, Carlsbad CBCA-2020-003 -·-@ @ _l_he Reserve Anartments Blda#9 __ M• "'Ser ArP-hit0 r-t """""' _,_fr'"--. = wi-0 T""''"""'" --® -@ Englekirk Structural Engineer °mf M,tJ'\,.Be DESIGN. AE--B,1,R GAADI! .S ...-all. W!l.D-AOO. EfO.) (!) ~~ .. 9 -8 lectrode r ·~ OONm. W0AK @ A992,A36 Precision Design & Fabrication LAB. ~NG &'TB11NG-•~ ft-..-.., @ A325 High strength bolts ~@ ="""@ 0G1Mm LOCR'IONOFWOPI,. wec:m.. ,a,. MWl.B 1'HG=N. WON< FE.ECTED. JOB~ ncaaz REMW.S. ETC. @ Al!l'OIITOf N::1.1.m NOflM(l10N MIOUT~ ClfMiJCl'BIM. PUCB)OII wtHt I IC O M3). NJt.lBl:fl. TYPE l ~ P«:7'80, """' -WORK TIME INRI !Cll!D ,err..-.;&-Sl1IJCr. ~r,rm.DO """-llT. IIOO'!I T0A0IJEJI CHEa<liil), Em 8/00 Observation of Field weldina Buildina#9 1. Moment frame connections -steel frame B, new W12x96 columns and New W12x72 beam. Weldina West & East end connections, CJP Too & bottom flanaes to column flanae Det. 3A,3B/S301. CJP beam web to column flange. 3/8" shear tab used as backino. Det 3E/S301 Weldina conforms With AWS D1 .8/D1 .1 2. West & c:~~· nl M~ nnl,.mn<:, l\ln,., 'J/QU -,, . t~h . . ,:;/1 ~,, : To new MF nnl .. mn nn-< tn , .. nh nl ,i::, hnn-r:;11 I':" .. .-ll sinoc, Det. 2/S301 . Bottom doubler nlates at each end of MF Det. 2/S301 3. /?\ '>#n r~h~r Tnn fl_ ~ n tn nnnh n;,<~ nfMi:: nnl, ,_nn 0/QU <:llnt To flannnn. Dot. r:;/S':ln1. A70R h<>r , '""" ::1nri ... r-nnforms to D1 4 A (E) W12x65 beam to new W12x72 beam, 3/8" shear plate welded into web & Flanges and 3 sides to web of (E) beam, 5/16" fillet welds AWS Cert. Welder: Jimmy L Robinson-FCAW-4G THIS REPORT DOES NOT REUEVli THE CONTRACTOR OF HSS RUPONSIBIUTY TO BUILD PER TIIE PLAHS, SPECIF'ICATIONSAND ALLAPPUCAIILE CODES. TO TI& EST OF M"f KNOW1.EDGE. WORK IWSf ZIB>_,. N AOCORDAHCI: JISI ECr0R (Miff a111'YN) Nicholas Narbeth_,, ~g WffllTHES01.--'11£Al'l'l!CNB)PlM8, /2 //. ~-APPUCAa.E-OfnEU.B.C. &lallNil<XlDE. \Nz:ss. Off lJl!lftfi18! NOT'l!D. om__, 08/09/21 ~110. 5220351-IC WHITE NSJ CANARY -Conlroclor PINK• 111-.g Offlelol ACl-0111::>Ull • NSI 420 Campau Road • Oceam I.de• CA• 92054 Olllc<I (760) 211-0400• Fu (Te<l-·21 .. NARBETH STRUCTURAL INSPECTION f J08 NO. 0 ~-;a10;/21 @ i O Rl.'l_,.DCCNCRliTI' -------·---~-Authori2ed ~ S7RUCT, S...-a:!.ASSFMSLY □ ~-1.Y~UED AREf'ROOFING @ Kl ACI [Xrcoo , 0 ?RC·S'llESS!DCQICRETE J1D!I.FOFICEO G'Y'PSlrM OorH·R ·--~~•· s.,,,c.;-or -~--... j D. AElfiFORC~ MASONRY [j De'<' >OliNOATION 0 i"'cscT-202o-003s® I 'UN~,.,~ • .,, ---~-J:'.)C;I ADOJ,iESS @ 2325 Via Clemente, Carlsbad (M'Nffl: OR PRO..iECT NAME. @ 1m:irTECT ® ~he Reserve Apartments Bldo#9 ........ ___ -~ Mu~ser Archite..ct ___ .. oo,sm ·MAn (M'•. """""· rn:' @[!""""' 0i"""'°'"" _,,_ @ j~;"''" . @ • .,...,._ 7 nglek,rk Structural Engineer °'rn'r-8"'-aectr;;"a;;'-,; ,:;,w:,-. MF·"1' wru>-ROO. •TCl ® GENERAi.. o::::iNlRlrCTOR €9 J_c-..... ___ _. ,-,I I ., CONffi. uviNG REPOITTFD 'h~ @ A992,A36 Precision Design & Fabrication tJ.e.. -AEC-EMNG & TESTtNG OONSTR ~ ,rL. ~ @ A325 High strength bolts ---·-· ~@ AFIAIV."1. @ IJaNLED LOCATlON OF'NOAK lNSPEC'TE>. T'E:STSAMPLES 1'>.KEN. WOAI< REJECTH>.JOB ~.~-REMARKS. cTC. @ TIME RO'()m"Of" INCWOES ~ AOO\JT->MOIJNTt C# J.WcRW... ~ 00 WORK PREFUAMr;O, NiJ..tBER. Tl'13f & IDENT, NO"S Of DATE OE~ """" rEST SAMPLES tAK£N. STRUCT. CONt.ECTIONS MB.0G MADE. H.T. OOl15 TOA0UEDI ~-ETC. nMe lt,l&PEC'T'm .. 8/06 Observation of Field weldin_g___ __ Builqi_ngj/9 ___________ ' i 1. Moment frame con.nections · steel frame B, new W1 2x9!:> columns and : New W12x72 beam. Welding We~!_& East e11d connections, CJPTop_c!!t ... !bottom flang~s to column flange Det. 3A,3B/S301. CJP beam web to column flange. 3/8" shear tab used as backing. Det 3E/S301 Welding conforms __ .. With AWS D1 .8/D1 .1 -·-··· ·------ ' 2 . West J2. E<><>t nf UC-~nl, ,mn" 11.lmu 'l/O"v""vO" <>hac,r hh "'"lded 5/16" . : To neVI! _MF colymo aod to web of (E) beam 5/16" fillet(3l sir1~r Det. 2/S301 ,_. -.. ·---- ' ' I . --· I 3. Column har~ nl,,te w<>lri wachers '-/16" fillet Del.A/S301 L ' 4. 'E' column cap plates welded. _1 /4" fillet to (E) bottom beam.r r-~1,,mn location sit eaQh Qolum□ just past ME 81ternate IQ C!et 1 /S401 I AWS Cert. Welder: Jimmy L Robinson-FCAW-4G : ·~--· THIS REPORT DOl!S NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILIT" TO BUILD PER THE PLAHS, SPECIFICATIONS AND ALL APPLICABLE CODES. ---------------------··· --· Nichola~ Narbeth./Z ~~ TO THE ilEST 01" MY KNOW1.mGE. WORK IN8!'fCTEO W.S IN ACC()RQMjCE IHSPECTOR t-,"" M<) W1TIITH'ESOllllMZllGAT10N-TliE,>S'l'l!CMOPLANS, It ~ AND APPUCABLE SECT10NS Of' THE U.B..C. BUILDING~ SK)NA"TURE VNl.E55 OTM~ NOTW. OAT!!-08/06/21 c,;J,r...,...n, ""-5220351-IC e . . ACl-0111bU11 HSI -~-•-111~•CA•-OIIICII (7IO) ffl-•Fe,r(790 "'3-2144 NARBETH STRUCTURAL INSPECTION rwo. G>l""1c oa/05/21 @ Authorized 0 Al'IPRlACEOCONCIIETla ~ STAUC1: STEB.ASSEMlllY O 8"',lY.-.Jl!DFIREPl'iOOl'lNO @ Kl ACI [XICBO □ -C0NCflETI! ~ Gl'l'Oltol □ OTHA Spoelal-0 ReNl'Ol'CED....,._,. 0 DEEP"°"""'""°" J08 """""" © 2315 Via Santos, Carlsbad -·-ft I 'lAH ............. CBCA-2020-003 @ 1'-'"-0R~,k'.ME. @ @ The Reserve Apartments Bldn#12 M• "'Ser ArQhiteQt ......,._,., ~. Ml\rl. crtN. CJIIIWJE. m:.1 <!J!8TMMl'rH 01"°'"""'""-® -Englekirk Structural Engineer @ am-MAT'I.Be 0El9ION. RE-&t,111 o,w,e I IMIGII. Wl!l..D-Fl00, E'JO.) @ GENEIW.C0NIRICIOR (!l T-8 lectrode .I-C:ni irrl r . -r " 00N11'. "" -@ A992,A36 Precision Design & Fabrication lNl te::EMNG & ro,;TINQ .....,._,"" s A325 High strength bolts ~~ ~@ °""'"" LOC,Q10NCJFW0111t lC zc:m. 1UT 8AWl'l,.Q1NCIN,, WQAK FIE,IEC1"ED.J08flllrJILl!IIB. :nw::w.ww.s. EfC. @ -"" NCUJDeS N0MW10N AIDll'~OI-WCl"EfW. PlM2D CII W0RK ! IC 0 ACD. NJtree'I, TVPf.& IDl!Nf, NO'l,0, DATI! --TIME N911ECl!!D ---STIIJCI'. --~"""' H.'1; 80ll8 T0IIQUl!Q CHS:ICS), Ero- 8/05 Observation of Field weldina Buildina #12 1. Moment frame connections -steel frame B, new W12x96 columns and New W12x72 beam. Weldina West end connections, CJP Too & Bottom flanges to column flange Det. 3A,3B/S301. CJP beam web to column flange. 3/8" shear tab us~d as backina. Det 3E/S301 Weldina conforms With AWS 01.8/01.1 2. West,., .. • 111 \Aln.rt n.f ,...,..,. 1mn t\.lo.1a, 'J:/Q"vek"ve0" -+~h . . "/1 h" : To new MF rnh ,mn ~"" tn ... ~h ~· /I=\ . l;/1 ~,, ----1."'-J 5irloe: Det. 2/S301 . 3. Column h<>co nl~tP. wolrl W""hP.rs "'1 fi'' fillP.t not A./C:<u11 4. IE\ column C"" ' 1 /,1" fill~+ •~ /1=1 -ho~mJl~n~~ f"nh •~n location at P.~c,h .--nh ,mn ;.,.,, ncoct Ml= • ' Tn not 1 /S401 AWS Cert. Welder: Jimmy L Robinson-FCAW-4G THIS AIPOAT DOl!8 NOT RELIEVE THE CONTRACTOR OF HIS flQPON8IBIUTf TO BUILD PER THE PLANS, SPEClf1CATIONS AND ALL APPLICAIILE CODES. TO 11E IIOll'OFll!flOIOWlSXlE, --EC,W_,. _ 141'ECTDlll,Mnoo ..... Nicholas Narbeth/.~ ~ wmt'IHESOI.--TIEAl'IWMi!IP\NIB, " . ~AifD~sem)NSrJl'lHEU.8.C.IIIJUWGOODE, 1.NZSSOTIIIIMISl!NOTED. om__, 08/05/21 ~"°' 5220351-IC WHITE•N~ Al,;I-U I 11 :>U 11 NSI -~-•-ldo•CA•92054 Offlca (7801 ffl-040O Fu (790 "3-214" NARBETH STRUCTURAL INSPECTION j"°" 0["'""' oa/04/21 @ Authorized D REINRlRCEl>CONCRET£ ~ $'IRlJCt Slm.ASSEMDI.I' D ..,,...,..,...,_,,.RAEP<IOOF1NCi @ Kl ACI (XICOO □-~CONCIIETc ~GYPSUM Oon-"'1 Spoc;ial-□ RciNFOflCSl ,__,,_ D DEEP"°""""'"" J08 NlOAESS @ -·-,JiJl"!.AN .............. ® 2315 Via Santos, Carlsbad CBCA-2020-003 ·-·-@ @ The Reserve Aoartments Blda#12 M• """"r Arr.hitect COHS'ffl. MATI. cm-&. CJIWJE. ITC.) r1 @ I """""""""""'"' ® -@ Englekirk Structural Engineer 01i9CR1H ..n.ae 0£l5flON. ~ GMDe a Ul'GII. Wl!l.D-AOO, Ef0J ® <lENEW.C0NTIWmlff 63 E71T-8 lectrode .1-C:m r . -r ,~ OONm. WORK @ A992,A36 Precision Design & Fabrication U8. AeCBVING& 'TES1'1NG~IK. lfAl'LSIM't.£5 @ A325 High strength bolts 'l,'&7c(!] ="""@ DEtAIUa> LOC,C1CINOFWOflttC EC!Z. 1'ESTIAWL& WGN, WORKRS.ECTB>.JOB PFIC8..l!IIB. MGO&t.AaiWICS. &TC. @ lll!F'OAT01' NCUJDES N'ClfNV1CN N!OUT~ar IMl1:flN. PLACl!D CR wtRC" I IC a I & NJtieEft. Tff'El IDl!!NT, N0'80, 0ATI! -WORK ,,.., INSI EC I l'!D rsrr...-.S--. SfflOOr.C0fN!Cn0NS(WEl.CeMAllE. llT.9Clffl"nlll00.Jl!QCJHliCKE). Em 8/04 Observation of Field weldina Buildina #12 1. Moment frame connections -steel frame B, new W12x96 columns and New W12x72 beam. WeldinQ West end connections, CJP Too & Bottom flanges to column flanae Del. 3A,3B/S301. CJP beam web to column flange. 3/8" shear tab used as backinQ. Det 3E/S301 Weldina conforms With AWS D1 .8/D1 .1 2. West \A/n.~t n.f .,..,..111mn t\..101&1 ~/A,"vk"vO" · •~h .. . ~,1~" , To new MF cnh1mn ,:,n,i tn ,uoh nf /Fl' t:;,/1~" -,--! "II 5inoe: . Del. 2/S301 3. (2)#9 rebar dowel Top & Bottom to each side of MF columns 3/8" fillet to flanQes. Del. 5/S301. A706 bar used. And welded conforms with AWS D1.4. 4. Weldw . ~ ~• OA~ h~~~ "i/1 f;" ,;11~, . not .. ----. "" . ' AWS Cert. Welder: Jimmy L Robinson-FCAW-4G THIS REPORT DOl!S NOT RELIIMi THE CONmACTOR 01' IA HESPVNSIBIUTY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPUCMU CODES. TO lNE DEST OF Ml/ KN0WUDGE. WOfwt iNSFECtEO #A8 .. ACC0REWK':fi h91 CCT0R .... ca~ Nicholas Narbeth/,~ :~ WITH"IHIE901l--TIIEAPl'IIMDPUll8, 1, ~AND-ICa.ua:;noNl!IOFTHE u.a.c. llUII.DIN9CQDE. IJN.fSS OTill!!ftllillSI! NOTED. om-08/04/21 C&ITl'IClilUIO. 522035l-lC WH.ITI: -NSI CANARI' • CMl!oclor PINK• 111-.g Offldol A(.;1-Ul 11 !:>Ul 1 r NSI -~-•-ldo•CA•!12115C Olllce (7&0) 277-•Fu (790453-21 ... NARBETH STRUCTURAL INSPECTION li,o. ©[._ oa/03/21 © Authortzed 0 -• '-"CED~ ~ smuctsraa. ~EIIIILI' □-,ICf-APPUl!DflAEPIIOOOlNO Kl ACI (XICBO Q ~= -GYPSUM QCT>£R @ _..,_ 0 ABNf<ll'Ct'O MA90NRv QDEEPF<>uNo,.T10f,I JOfl AOORESS @ ·-··-@1"tAN .... .,_,...,.. @ 2325 Via Santos, Carlsbad CBCA-2020-0031 ,.,.,.....,,,_. @ @ The Reserve Aoartments Blda#13 Musser Ar!;hite!;t v..-:,.,,..,MAn.(TYPE.OffADE.ETC.) ~sneat'M @j ..,...;;;·a, ....... (!) -@ Englekirk Structural Engineer °E'7rr~Be~trode-•,_......,.,__= (!) -"""""""' (!l .J-'1.<>rrl I ',.... . A992,A36 00NTR. REPOfll ED l'l0RK. Precision Design & Fabrication @ UU,. &TESIING A325 High strength bolts ·-~ @ =C(!; ~@ 0EfAIUiD LOGll'OONOF'NOPtt N8PECTS),. TEST SMIPl.ES'W<EN. WOAKFIUECTB).JQB,~ MCOCC. R&MARKS.m:. @ Al!POATOF NCLUDE'S NOFIMICn0N MOl/T'~ 0,:lll'lll:flAL.PUCe) CII W0AIC I I Z &1 :UJ. JrlJ'-ll!JEfl, TVPe I lCll!HT, NO'S Of """' -W0AK .,..,. ..-.& ""'8l 5"".ICr. 00Nl'1;CT10N!I IWB.l)6 MAIi!. H.T. 90ml T0R0UE!ll OHECl<l<P. Ero. TIMI' AG&!S> 8/0."1 Observation of Field weldina Buildina #13 1. Moment frame connections -steel frame B, new W12x96 columns and New W12x72 beam. Welding West end connections, CJP Too & Bottom flanges to column flancie Del. 3A,3B/S301. CJP beam web to column flange. 3/8" shear tab used as backinQ. Del 3E/S301 Weldina conforms WithAWS 01.8/01.1 2. West --IA/act nf rnl11mn l\lau, 'l/O"~<="~n" · ,~ .... . "i/1 I':" " : To new MF rnl1 ,mn """ tn WAh nf II=\ ' ,:;;,/1 t::." .... s•""" Del. 2/S301 . East and west ends MF column flanne to bottom flanne of (E) beams 1/2"x12"L x width of beam doubler olates, 5/16" fillet Det 2/S301 3. r-olumn h""e nl"'" W"'ld w<><:hers: "i/1 A" fill"! n,,, A J<::-:io1 4. IE\ column C"" · · · -• 1 IA" fillo.t tn {~\ · m ha<>rn_J f'nl11mn location at P<>rh ""'' ,mn i, ,.,. "~"' .. c: A " Tn na+ 1/S401 AWS Cert. Welder: Jimmy L Robinson-FCAW-4G THIS Al!POAT DOES NOT REUIM! Tit£ OOKTRACTOR OF HIS RQPON81BIUTf TO BUR.D PER ntE PLANS, SPECIFICA110NS AND ALL APPUCAIILE CODES. TOYHEIIEll1'0FMY----di81 EC,B>_ .. _ IH9F£GT0AO-,.-m,o) Nicholas NarbethA ~,bj Wllll'IHl!SOl.-,c)N-THEAPIWM!I~ A (J.. I o 8PECIFICATl0NI, NID APl>lJ<:MU Sl!CTIONS Of-UAC. .....,_CODE, lN.ESS on~• ..,,-eo. ,__ 08/03/21 ~110. 522035j-lC WHITE -NSI c»W{V. ~ PINK. a,-.g Offlc:lol ACl-0111 ou11 • , NSI -~-• DeNntlclt•CA•9211M Olllce (7801 ffl-G40&•Fax (180 "3-21 ... NARBETH STRUCTURAL INSPECTION IJ08HO. <Dl.,.T£ oa/02/21 © Authorized 0 ASNFOACEDCOHCAETE ~ S1'l1UCf. STm. ASSEMlll.Y O -,<V-APPIJ!l>RAeP!'IOOF1N(l Kl ACI CllCBO D ~COHC00'1' lllW'OACE>GYPOUM □ ~ @ Spooial-D IIEJNf(JfQIJ.....,..,.., D ll&£P l'OUNOA110N J(l8 AllllRfSS © _,.._.,. s,,...,. .... -@ 2325 Via Santos, Carlsbad CBCA-2020-0031 '"""""''-@ @ The Reserve Aoartments Bldo#13 M· -~~Dr Ari;;hitect I CU'lfe,l~. aMTl..(TYPE, aRADE, ETC.) ~STA0GTM 0 I """'°" "'...,.,_ ® -(!} Englekirk Structural Engineer ~M,IIJ'1.BeCE5ION. Ae..av'I GAA0I!' a ..-cvt. 'e'Vl!!l..l>FIJ. E'fOj @ GIENEW."""""""' 9 -8 lectrode ,J ,... I -,- • -I J I • '"~ A992,A36 OONm. uvi;NQ kEPuflj w nOAK Precision Design & Fabrication @ lA8. AeCEMNG & 'TeJTl«3 VVl'QilK. M.1\1 L ~ A325 High strength bolts @ ~;fC(!j ~(!} OETMJiD LOGGIONCIFWCII{ ~ TEST IWfl\.E8 w<EN. W0FI( FIE.ECTS>. JOI~ rlCCUS. Fl8Wl(S. £TC. @ IEPORTOI' NC1JJD£S NOIIMIJ1DN All0llf~ OP" wcn:FUil. PLAC8) CR W0FWC I IC W tBJ. NJ'-ll:EI, lVPe I ICl!NT, N0"S OF ""''" --""'1'WRlaSW<£N. ~.c:c>NHtCTIONI ~ MAllf. H.T. ea.fflTORQUBllCHB:l(S). E!Cs TIME IN8f ECff!I) 8/02 Observation of Field weldina Buildina #13 1. Moment frame connections -steel frame B, new W12x96 columns and New W12x72 beam. Welding east end connections, CJP Top & Bottom flanges to column flange Det. 3A,3B/S301. CJP beam web to column flanae. 3/8" shear tab used as backina. Det 3E/S301 Weldina conforms With AWS D1 .8/D1 .1 - 2. East connection East of column New 3/8"x5"x9" shear tab, welded 5/16" : To new MF column and to web of (E) beam 5/16" fmet(3) sides Det. 2/S30 3. (2)#9 rebar dowel Top & Bottom to each side of MF columns 3/8" fillet to flanges. Det. 5/S301 . A706 bar used. And welded conforms with AWS D1 .4. 4 /El W12x65 to W12x72 MF beam _q/8" nlc,tD W"lrlDrl intn n"W hD"m IAIDh c.nrl ·· . ' '._ ... <l ..... ___ ... ,i:::,· ,u~h <;/1 I>." f;II~• -. , Per Enaine"•" AWS Cert. Welder: Jimmy L Robinson-FCAW-4G THIS REPORT DOES NOT RELlliVE THE OONmACTOR OF HIS Rll1SPON8IBlllT TO BUILD PER THE Pt.ANS, SPECIFICATIONS AND ALL APPUCAIILE C0Da. TI>TIEIIElll'~MVIOIIMU!JQE, WOM-EC.S>;!ASlt-iNSI ECl0R(,,,orrCIIT'IN) Nicholas Narbeth,.17 ~ WIIHTHE901.--1'11E~PI.M8, /ti' 8PllCIRCATIONl,AND~-OF1HEU.B.C. IIUl.mlQC01lE, -~NOT1!D. om__, 08/02/21 ~NO. 5220351-IC WHITE-NS! CANARV • c.,nc;o, PINK·~ Offlclol ACl-0111 bl.111 NSI G0~-•0...1111c»eCAe92QU Offlce (780) 277-4C04•Fu (H0 413-214' NARBETH STRUCTURAL INSPECTION l.108NO. <Dla.-r. 04/rv, /21 © Authorized I&] Fll!iNFORCEO C0NCRrn D STRUCT. STEB.ASSa.11!1Y D """lY-N'PIJ!D F1AEP!OOOF1NG @ Kl ACI [8'IC90 □ --CONCllET"E D ~ ~ D Ol>EA 8-lal-0 """"°"""' MAllONRV D OEl!P F0UNDAn0N JOB ""°"""" © -· ~~llt.AN.....eNJMRR @ 2335,2345 Via Francisca , Carlsbad CBCA-2020-002 0025 ~ -@ (l} e-I_he Reserve Aoartments Bldo#19 20 Musser ArchiteQt """""'· ...,.,_ C"""'-"""""-ETC.) wi-®I......,. Of' ........ @ Englekirk Structural Engineer @ 0DC::Alel tAArt. (MIX ceo,QN, RE..a,,.,A ~ A WM. Wl!l.D.JIJO. Ero.) @ ClliNliJW.o:ll'fflW:'ll)f s L"-· OM,. ,- . -r " A615/A706 OONTR. 1JUU1N REPOfiiED WORK Precision Design & Fabrication @ LAB. & M~L (!} ~@ =-'"'"@ 0£TAIL.E> LOC,ICl1CIN 01 W'0fl< INIP&CTED, TUT IWilPL.& W<&N.. MR< MJEC11D. JC8 Pl'Oll.l!MS. P"'-2 CZ lltEillAIMI, ETC. @ Al!POl!T Of' NC1J.OES: ~ Al0l/f'~ 01' MRlRAl. Pl.ACB) Oft W0flC" flR!llltlMl!D, NJlolBm. 'TVJII! I. ICl!NT, NO"I-OF DATE --TIMI" IN!Sf ECll!D TEST SolMPL£S. 1ilJ<EN. S1'RUCf. ~ IWB.De MAD!. H.T. 90ll8 TCll0UEDt OfECl(g)_ ETC. 4/2 4hrs Observation of Grade beam reinforcina steel Bldg 19 and 20 grade beams 1. Grouted base nlates with cement all / rapid set 2. 14\#9 lonaitudinal bar$_ T&B ,.,,,,_,, ,;~~ ln')f':" ~,~ Det.5/C:<i n1 (E) bars straightened into arade beam. If bars weren't straight or broken off Couolers used to aet develooed lenath Reinforcino secured and ner olan. Footinns clean THIS Rl!POAT DOl!S NOT REUEVE THE CONTRACTOR OF HIS RUPON8181UTf TO BUILD PER THE PLANS, SPECIFICATIONSAND ALL APPUCA8U CODES. TO THE IIEIITOF MY IOIOWUDQE, -JN8r.!C,2D-'11 ACCORIIANCli -ECTOR...,,.,.,_, Nicholas Narbeth.A ,-IJ ~ .81 WITHntESOI.INVl!IITICW10N-THEAPl'l!OIIEDPUNI, It. JI. Io 8P&CIACATIONS, NIIJ APPUCABUSBmONS 01'-u.a.c. llULDING C0D1i. "°""'Nf'II UN.ER~NOllD. DATEIIONB) 04/021/21 CIMlfl<:ATENO. 522Q35j-lCC WHITE NSI . CJoWoRI • Conlrador PINK 111-.g Offlclol -ACl-0111 :>lJ11 HSI 4ZG(;ompoa-• Ouonol.i.eCAell205' 0lllce (780) 277-CMO&• Fu (780 "63-214' NARBETH STRUCTURAL INSPECTION IJOIINO. <Di°""' 04/01 /21 © Authorized 0 REINFOACEDCONCRETE [2! smuct STEB.ASSEMEI.Y O """lY-APl'U!DAASi>AOOFlNQ @ Kl ACI QIICIIO 0 PRE-S7REW'l>CONCal!'l'E O ~GYPSUM O Oll-EA 8-il<'"-QReNfOIICeOMASONRV Q llHP """"""'10 J08 """""'" © --f11JI"-"'"""-@ 2335 Via Francisca , Carlsbad CBCA-2020-002 """"" -@ @ The Reserve Aoartments Blda#19 MussPr ArQhit~ct ~• "'· WITT. (TYPE. CIIIWJE.. ETC..,I \!JJSTflBGTM @j"°'-"""'--@ -@ Englekirk Structural Engineer DUCA1B1 JNPiM. ,.CX r:,eo,QN, Ai.a-II~ & MIIIGII. Wl!l.D-11100. ETC.) (!) -°""""""" s 1-"-· ·-·"' r.:, . ( " 00NTR W'!JJNCl REPORTED~ @ A36, A992,A706 Precision Design & Fabrication LAI!. a TmTING .......,.._ ..... 1t.11U @ E71 T-8 electrode ~@ = ... @ l>EfAILlill 1.0C,1CnON CIFWOPI( INlflliCTS'), rm-MMPL.& tN<IN.. WCR< RIJECTED, JOI PflCa..l!MI. ~ CZ 111:EtMNCS, ETC. @ -01' NCLU0ES INF<lflWtn0N Al!SOUf~ Of JMrRAl. PLACED 0fl WORK I IE U Ne), NJ""891, TVP! l lCl!!NT, NO'S Of <>ATE -WORK TEST-W<tN. $fflJCT. 00INCIIONS -1'8 MAC!!. H.T. 901l111'0110UED1CHECI@. £TC. TIME ,Nel&IB> 04/01 8 hrs Observation of field weldinq at Moment Frame 1. ,-.......................... , ........ + ... . . I " "' "' r. ID TR.R --r. Jp Ill/oh Metal backina used, root oass clean Details 1 2 3 4 5/S3.01 Weldin□ conforms with AWS D1.1 -- ') . . . -. _._ ___ + ... h.-. .-.+ ,...,.,,,,.h ,.,..,..r,1 ,...f. . -,.__ /C\ 1...----,,... "',/1 f," fillet ,uelrl 1 /?" "'-· ,h1~• nJ,.tp ' ,, en hae>m re ...... rnl1•......,,.... 5/16" fillet weld. riet ?/ ~-:i 01 3. Weldin□ /2\#9 h"rs T&B to each rnh ,mn flcmno '>.!R" fillet not"''""' n1 Welrl w--L , 1 IA" fillet "t e<>r-h . , ,, hr.It net A JQ':i ,01 -. ' ' AWS Cert Welder: Jimmy Robertson-AWS D1 .1-FCAW THIS REPORT DOl!S NOT RELIEVE TllE CONTRACT'Oft OF HIS RESPON8181UTY TO BUILD PER ntE Pl.ANS, SPECIFICATIONS ANO ALL APPUCA1LE CODES. TO nE aEBTOF MY 1010WU!DCE. WORK a$/ XIS) tll,\$ IN ACOOA0ANC& ld1I ECTOR ,:,,,..rca'MI) Nicholas Narbeth./.77 Al ~ Ji! wmt'IIE901. ____ ~ A fl-1 ~, $PliCIFICA'IION AM> APPIJCAII..Ess;r1011SOFTMEU.B.C. IIUILDIIGCOD&, -Tift ----DATIIICMD 04/01/21 csn-..neNO. 522Q35j-lCC WHITE•NSl CJ,,wN • CMllodcr PINK• 111-.gOfflclll ACl-01115011 NSI 4l0~-•-1c1t•CA•1211U Olllce (7'0} 277-•Fu (190'413-214' NARBETH STRUCTURAL INSPECTION I.IOIINO. 011»,To o3f 30/21 © Authorized 0 REtNFOACEDCOl<CAETE 12! smuctSTlaa.ASSEMSU' 0 8Pl'AY-N'PI.J!'DF1AE!'ROOAN(I @ Kl ACI IX ICIIO □ PAC.s:,:IES 5!D -:.oNCAETE □ Rl!INPOACeD GYPSUM Q OlHR --□ RBNFORCEOMAS<lNRV □ OEEP FOUN0AJ10N JOI! '""""""' © 2335 Via Francisca , Carlsbad ----. ·--·-. o® I "<AN .... ..,...,.,. CBCA-2020-002 ® --NloME @ ill The Reserve Apartments Blda#19 Musser ArQhiteQt ......,._,", MAn. (f'r'PE. CIIIW]E. ETC.) I!!\-®I"""""",;,....,,,. ® Englekirk Structural Engineer @ DU0A11N! W(M. p.cx DEB'8N. RIE-&t.A GMDt! I Mll(VI. Wl!l.D-,CO. ETC.) ® GEIEIW.C0NlR>CfOR 9 .J-C::n, r . -I ,~ OONm W0AK @ A36, A992,A706 Precision Design & Fabrication lA8. nc,,,,,cJV1NG& ICOI~ __ , ... au.; .SAMPlES @ E71T-8 electrode ="@ ="'"@ 0UAILlil> LOCATION OI WOfll< 1NSPIC'TB>, 1"EST 8AIIFL& 'WCIN,. W0FIK RE.EC1R). J08 Pfl0Bl..l!MS. PROO US. JtBMfltl, ETC. @ A!POATOI' OATE -W0III( Na.&..OE'S NOMU(T10N AIIOl./t'~ 0/1 WiTRN.. PLACB:J Oft 'M:RC ! IC 0.4 IB), MJ~ lYP! I IO!NT, NO'S OF TIME INSII ECll!!D JYT ..-a -$"'-'CT. C0Hh1iCl1()NII twall'5 MACO!. H. T. 8008 "10AQUBltCt<ECl<S>. ETC- 03/30 8 hrs Observation of field weldina at Moment Frame 1. ' .. .. .-.~~• :::,nrl u,od • --I • " " " r ID TR-R ,1 ........ ,..., .... ,.. - r..lDWAh Metal backing used, root pass clean Details 1.2.3.4.5/S3.01 Weldinn conforms with AWS 01 .1 .. ') l • • • . ...... a-.. ................................... ...1 .... .f. . •~ II=\ - 5/16" fillnt , .. .-.1~ 1 /?" ~n, ,hl.-.r nl:::il<> ' . In ~nl11mn ' " 5/16" fillet weld. nAt 91 C::'.'l 01 3. Weldinn 12\#9 h,:irs T& B to P.ach f'nlumn fl,mn<> '.'l/8" fillet DP.I '.'l/S3.01 Weld···--'---:; 111.:• fillet :::it each . hnlt n,,, A l~'l 01 AWS Cert Welder: Jimmy Robertson-AWS 01 .1-FCAW THIS REPORT DOES NOT RELIDE THE CONTRACTOR OF HIS RaPON8IBII..JTf TO BUILD PER THE Pl.ANS, SPECIFICATIONS AND ALL APPUCABLIE C0DEs. TO 1ME aESr (S MV KM0WLEDGE. WORK INBPLC! S> 1'114 If AC00A£Wa ldFEGTOA ._,ca'MI) Nicholas Narbeth_,.-0 ~~-WITH'!!W!SOI._._ ___ PINII, 1, 'f... I TL SPliCl'ICATIONI AND APP\JCA&.Esa;noNSOf-U.R.C. IIUIUll!GOOOE. -~-OAffllONB> 03/30/21 C8'Tl'l(.VU0, 522035 l -lGG WHITE NSI CAN>Rf Oonnctor . . PINK a.-.g Olllclll At;l-u 111 OU I l NSI GQ~Road•OcNmldo•CAeHOSf Olllce (7&0} 2T7-4<0&•1'oJc (HOAU-214' NARBETH STRUCTURAL INSPECTION j.lOBNO. 01.,.,. os/ 29/21 @ Authorized 0 REINFMCEO CONCRETE (2! smuct smLASSEMlll.Y O 81'9'•Y-N'O'Ul!DF1REi"IOOAN<l @ Kl ACI [lilCBO 0PAG-5'RESSl!D"""""""' D ~ GYPSUM O on-.,. 8-llll-or 0ASNRJACEOMASONAV □ CiEP l'OUNOA1l0H J0<J ADOSESS © ......,._ #JI"""' .... _,. @ 2345 Via Francisca , Carlsbad CBCA-2020-002 ··-@ @ The Reserve Apartments Blda#20 M1Jsser Architect '-"'-'"""'' •. ~(TYP&. <MADE, 'ETC.) •8 @ I """"'" "" -® Englekirk Structural Engineer @ I DUCRl8I ~n. (J.c,; DE.SNlN, RIE.a-.A GAA0@ & W'(VI. WR.D-ACO, ETC~ (!) """"""'-C0NTil>CTOR 9 . I. C:n, irrl r.,. ,-I.," A36,A992 ~cisio'rf'B'~~i;"'& Fabrication @ I.M & ,_,.._~•~M""' I.SAMPl.ES @ E71T-8 electrode ="® =-'"'-@ 0ETNW> I.OCAnON O,WOAK IQFb..lBl, TUT SAIA.& TNaiN. W0AK 1111.ECTS), J08 PJ1CBJ!!Mb. MOC S2Z AIMANCS, ETC. @ -01' INCLUDES M()AMl0'10N A!IOUT..woc..lm 0, MATBIAL.Pl.ACB) 011 W0AK I IE O Ntn, NJ~ TVP! I ID!NT,. NO'S o, OATe -W0AI( TIME IN8Jl!Cll!D ,..,. -..S W<EN. smuoT. C0NN!CT1()NS-,,e MADI!. H. T. 8003 ..--.imt CKCl<S). = 03/29 8 hrs Observation of field weldina at Moment Frame 1. \AO O 0 oco<,t ::,nn ,.,,,,, ••• fMmo r ID Tl<R flco----- r..lDWph Metal backinq used, root pass clean Details 1.2.3.4.5/S3.01 Weldin□ conforms with AWS D1 .1 I .. ? .. ' •• 11 1 c-ho.,qr t"'.llhc-".'It o.-!":1,...h n.nrl n.f fr.-...,..,,,... tn. fl=) ' 5/16" fillnt ,unln 1 /?" nn, ,hi-. ni<>to .. ' " -tn ,..,.,1,,mn " " 5/16" fillet weld. n .. 1 ?/ .c::ct 01 3. Weldina (2)#Q hoop:: Tl<R to 0 ::irh rnh,mn "11"" fillet n .. 1 '>./C::ct.01 Weir!·· . , ~ 1 /11" fillot oot p::,r,h oo . hnlt f\ot A./C::"t 01 AWS Cert Welder: Jimmy Robertson-AWS D1 .1-FCAW THIS RIPORT DOES NOT REUIVE TME CONTRACTOR OF HIS RE$PONSIBII.J'N TO BUILD PER TME PLANS, SPECIFICATIONS AND ALL APPLICAIILE CODES. TOnE DEST OF tl:i KNDWl.EDOE,, WOAK ,N3t XiB) tilAS It AC00ADAHCE WECTCA \W9ffQ11,..,,., Nicholas Narbeth./Z/_;?f ~ ,81 wmtTHES01.INV!lSl1GAT10N--APl'IICM:OP\ANI, If 1/..t' 7 ,L. 8PECIFICATl(lHS NIIJ ~SB:T10NSO,lHEUAC. IIUILDINQC00E, -Tift UNZSS OTHBIWISI!! NOTED. DAff-03/29~1 CS'!Tl'k;.vuo. 5220351 ICC WHITE-NSI . . CANARV Co,mdor PIN1< 111-.g Offlclll r\vl·u I I I oUl l NSI -~-•0cMntlde•CAe!l20U Offlca (7801 m"°'°' • Fu (Teo "'3-214' NARBETH STRUCTURAL INSPECTION IJ08NO. 01,,,.,.. oa/ 25/21 @ Authorized 0 RJINFOfall CONCRETE (2!: Sl11UCT.STEB.ASSeMIILY □ 8""•Y-APf'U!DFIREPO!OOl'lNB @ K) ACI [llK':90 □ --C<lNCIOfTE □ aBNl'0ACED GYPSUM □ OTH" --□ ASNFOflCED MA80NAV □ DHP l<lUICW10H JOB,..,,...,. © PSMTNUMIISI ~I ................... @ 2345 Via Francisca , Carlsbad CBCA-2020-002 ,v_,._ -@ @ The Reserve Aoartments Blda#20 Mus::11;1r ArQhiteQt ~;~.IM'M.(TVPl.<IIIWJE..ETC.j ia © I '""-"""°'....,,. ® Englekirk Structural Engineer @ r DUCA1H Win.~ DEStON. R!E-a-11 GAADP & MflrUII. WE.D-fllCX). ETC.) ® GENEIW.<XlMR>CTOR 63 . J.C:ru (' ' OONm. -@ A36, A992 Precision Design & Fabrication LM.AteeMNGlmnNG-, .... tt-.: s E71T-8 electrode ~@ ::' ... @ OETMa) I.OC,ICnON Of WOflt INSPICTID, TUT MMPLB TAKEN. WON( Fll.8:'IB>. .108 PRC&..l!MS. MOCOXU. Al!tMMI, ETC. @ N!l"OATOf' NCUJ0ES ~ ABOUT..wc:um: C'#'lMfBUiL PUa!D OR W0flC ! IC O I & NJ~ 'TVP! I ID!NT, NO"I Of DATE --TIME INm~ll!!D TUT-W<EN. sno,cr.~-,,e ....:,e. >tT. IOll'll"IOIIQUl!Dlc:tscoo:l>. ETC. 03/26 8 hrs Observation of field weldina at Moment Frame 1. . . . ,.....,.r,.t !:11 .... ,... .............. r..10 TR.Cl n~nnn~ -r.. IP Ill/oh Metal backinn , ,con root noocc r.lP.Hn nn,-. - no♦c,ac-1 ? 'l A '-/~~ 01 WP.lrlinn . " -with AW~ n1 1 AWS Cert Welder: Jimmy Robertson-AWS O1.1-FCAW THIS Al!PORT DOl!S NOT REUIMi THE CONlllACTOA OF HIS RESPONSIBIUTf TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPIJCA8Llt CODES. TO lME DEST OF MY KNOWLEDOE, WOFI( 11481 CC! B> NA$ IN ACOOAl»NCE ,-ECTQA t,Mcrat 1'WPI) Nicholas Narbeth/, '"fl/?!~ Al wmtll4ES011.INVl!lfflClA'l1-lHEN'l'AOIIEO..._ If II.., 71 SPECIACA110Nl,AND ~se;TIONSOl'THl!U.ILC. IUILDINGIC01JE. ----· DRHKMD 03/26/21 ~""-5220351-ICC WHITE-NSI eJ,JWN • CM1racto< PINK· 111-.g Olllclll ACl·Ul 11 :'>Ul 1 NSI -~-•o...n,1<N•CA•t20W 0lllca (760) ZT74404•Fu (fl0"'3-214' NARBETH STRUCTURAL INSPECTION j""-©IO<O'E 031' 20/21 ® Authonzed Kl .... NRlACEDCONCAETE D $TJaUCT. STEB.ASSEMIILY □ 8PFAY-APPUBlF1AEl'FIOOF1NO @ Kl ACI IJllCIIO D ~CONCA!TE □ -CflCED GYPSUM D OlHA --□ l!BNF<JIICRJ""80NIIY D DiEPFOlJrCWlON JOO """"""' @ 2335,2345 Via Francisca , Carlsbad ·--w••-~ ~o'\b~FUNJMRR CBCA-2020-002 025 @ ,_,_ ® @ The Reserve Apartments Blda#19&20~ Muss~r Archit~ct ..........,....".~(T'r'PE.<lflWJIE.ETC.J ra ®I.....,."'"""" ® Englekirk Structural Engineer @ DUCF11N M,;T"\. (MD( r:>ES90N. R&-MiA GIWlP I WNI. Wl!U).fllX>. ETC.) (!) GENEIW.<XlN1R.'CTllR 9 .I-C:::n11 r_, ~ Superior/4500/275P CONTR. ~ Precisio~sign & Fabrication @ LA&~ & 'T?ST..:J ......,_,..., M,.., SNM'l.ES @ ~@ =-'"'-@ llErAIUill LOCA110N 0,WOfl( INIPICTED, TEST 8M,llll.iS W<EH, WOAIC RE.ECIB>. .108 PRD11L1!11B. MbCOUO. REMANCS, ETC. @ """°""°' NCUJ0E1 ~ M01JT'..wot.ll'ffli a,-MR!IUl.Pl.ACl!D OR WORK! IC O IS). .... ~ lVP!& IOl!NT, NO"I Of DAT1' -IIIOAI( ,,... IN81 ECIB) TE8T tWA.E$ 11ikEN. STA.JCr. ~ t'WB.08 MADE. H.T. 80ll'8 TOAQUB)tae::t<S>. ETC. 3/20 Observation of Concrete placement. Building 19 & 20 New spread footings and widened (E) footings Concrete placed throuah truck chute and mechanicallv vibrated. - Sampled from Load #1, 1ick#212094 Slump 5", Cone temp-71* 14 \ test cvlin~~•~ ' THIS REPORT DOes NOT RELIEVE THE CONTRACTOR OF HIS RUPON8l88..ITY TO BUILD PER THE Pl.ANS, SPECIFICATIONS AND ALL APPLICA8LI! CODES. T0111E IIEIITOI' 11Y K110WUDOE, --LCtW""8., AOOORIWICE IU ECIOA °"""'""moo) Nicholas Narbeth_/7/ ~ ~ wmtTIESOI.IIMllT1G<mON-TI£Al'PROYEl)PIMI, ff II.I 81'1CF1CAT10N1, Nill APl'UCAIUIIIC1IIONll Of n<E U.B.C. IIULllNl CODE, • lH.ESSO'II-NCmn o,JElll<lNB) 03/20/21 Cll'ITl'IC.C,UO. 522Q35l-lCC WHITE NS{ . . ~ Co,l!odor PINK Ill-.; Offlolol 1-\1.,I-Ulllovll NSI 420,:;om-Road• O...,. ldeeCAe92054 Olllco (760} 277-0404 • l'o.x'(TeCJ 4'3414-4 NARBETH $TRUCTURAL INSPECTION /JOB"°-2 of 2 ©jo.ra 03/18/21 @ Authorized 0 ~NRlRCEOCONCAm O S'IRUC1: lllm.-...oo' 0 $PF,ll'A)'l'I.Jl'DAAEl'flOOl'lNQ ® Kl AC! (XICBO □ PRc~<;<lNCl'l!!TE □ RBNFORCa:>GYPWM l)ll otHR Epoxy Spooloi1-0< D ~e'"""1CSOMASONFrl Does>~ JQeAOO!aESS @ -NUM8"1 #J 11'1.AN ~-@ 2335,2345 Via Francisca , Carlsbad CBCA-2020-002 . Vffl'fl;l'l0R~t r_,u:, @ @ The Reserve Apartments Blda#19&20 Musser Architect OONSm, MArL(TYPE, ~ etc.) \.!JjSTFIENGTH @/""'"""'""-@ ~ekirk Structural Engineer @ caeRleeWO"l..(Ml)(~.JE:-BIJIIGMDl!S MP'GR. wa.D-R00. E.TOJ @ -= @ J-~ni •<>rd r::<>neral Contractors A615/A706 ~c1s1on uesigri'"& Fabrication @ lAII. RECS\l!NG & 11$l1NG A36,A992, E7018 electrode L&IMPI.ES @ i,1$PEC@ ~-@ 0Gl'AIWI LOCA110N ()FW'Ofl( INSP&C'l'l!D, 11ST ~ TAJ<Ett. \tll0PU( ~JOa~ ;:noo: LSI$, ReMAAkS, ETC. @ TlOO "l!PORTOI' INCUJOES N0RMATl0tf MOUT~r;,f-MoV'EfMI.Pl.JrCED CIR WORK PA!l'0flMl;D. NUwaEA. 'TYPE I 1D!NT, fO"SOI' DATE c""""'"""' WORK la,TSAMPUl,W(EN. sm.,:;r.OONNECTI()NS(Wlll)8 MAOI;. llT.8008 TQAQUEOI~ F:11). TlME INm!:CIB> 03/18 Observation of Field weldina,reinforcina steel,and wood framing hard ware. 1. Nelding L2x2x1 /4"x1 O" Iona angle clips for wood nailer to (E) top beam flanm C Dnnections full length of Bldgs 19&20. @12" o/c, 1/4" fillet x 4",Alt Del 2/S4.01 2. Buildings 19&20, A35 @12" o/c atfhailer to rim joist connections. . L2x2x16GA continuous rim joist to oor sheathing, w/#10 sms screws @6" o/c into floor sheathing and 16d@6"o/c to Rim. Detail 2/S4.01 3. New Moment frame column soread footina reinforcina and Anchor Bolt · placement at West end of M.f. 8x8x15"thick footina With 8#6 each way. #5@12" o/c ea.wy. S-bars. (4) F1554 Anchor bolts w/ 3x3x1 /4" uolift ol. Det. 5/S3.01. Reinforcina tied secure and clearance per olan AWS Cert Welder: Jimmy Robertson-AWS D1 .1-SMAW THIS REPORT DOES NOT RELIEVE lHE CONTRACTOR OF HIS RiSPONSIBIUT'f TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPIJCAIILE C00Es. TO TH£11ESTOf' MY1CNOWI.EDGE, WOOl(JN$PEClmWA$1N ~ JNSFEOTOR ;,.... ... ~ Nicholas Narbettyzr & / ,81 Wlt1!1l£SOR.INYffl1GAJlOH--APl'!IOI/EDPINIII, ' /fll·' TL 3Pl!CIFICA'l'IOHI, »Ill APPL1CABLE Sl!Ct10NS Of 111E u.ae. lllJIL0INGeoo&. -'-· I • UNLESS QT'H!'ftW181! NO'f'ED, o,o:n; 8IOIE) 03/1 8/21 ~TllMO. 5220:351-ICC WHITE~NS1 CANARV -Conti..ior PINK-Bulldlng Offlolll Mvl-UI 11 ;:,v 11 NSI <llOCOrn-Road • °""""'ldt •CAH20SC 0111ca (760) m-o4o. • Fax•(7eo .c$3-214' NARBETH STRUCTURAL INSPECTION jt<0. 1 of 2 ©!o.ra os/18/21 @ Authorized D ~-= D S1'flVCt = ~ □ -~-..,..,~ Kl AC/ (XICSO □ PA~ca<cf1ET1! □ Al!INFOACa>G'Yl'SUM ~ ="" Epoxy @ Spooiolln$pOc:O)r □ "8-MASONIIY D oa!PFOOMJA1lON JOI! AOORE5S @ ......,, ..,...... rJiJ I Pl.AN~-@ 2335 Via Francisca , Carlsbad CBCA-2020-002 ~~ ·--"£ The Reserve Apartments Blda#19 @ Musser Architect @ OONe,ffl, MA,T"l.(TYPE. C3AAJlE. ETc.) ~STREHG™ (!) I """""'"" --@ ~ekirk Structural Engineer @ oaomee: MAT'L (MO( OSSKJN. Rf:.e,,a,,:I MAD1!8 IM'GR. WELD-ROD. ETC.) @ OENEIW.<XlNfRICIOR 63 .1-~nua~eral r.nntractors A615/A706 ~eis'ion esign"'& Fabrication @ LAa. RECEJVIOO &. iBTING. .....,,_, n. M.,-,., L ~ Hilti Hit 500V3-180017L5-Exp-6/2021 ,_@ ~@ OETIJUiD LQGlll10NOl'WOfl<-.1'STSAMPtEl""'""---J08----·~ @ TIOO """""'°" INOLiJDES NIOPMli'l'10N MOUT~ O,wa'eMLP!JICEDClftWORIC:~. NJMSER. TIPEI ID!Nf, N0'80F DATE ~ '"""" .,.., INBPEG7m n;&T.......Sl)IJ(D,I, ill!IJCr.CONNECTIOHSIWILD&"""'-H.T,flClll8TOAQUeDI~ = 03/18 4hrs Observation of Epoxv dowelina and anchorina 1. Epoxy Rebar Dowel install at (E) spread footina at East end of Frame. #7 dowels T&B @12" o/c, 12" embed in (E) footina East & West sides. Details 5/S3.01 . 2 . (3)#5 hooked dowels @12" o/c,(2) rows each side of (E) column, 6" embed into (E) spread footing. Detail 5/S3.01 3. (4) 1" threaded rod Anchor bolts @ (E) column, 12" embed into (E) spread footing. Detail 5E/S3.01 Holes drilled,cleaned,and installed per ICC/ESR 3814 THIS REPORT DOES NOT RELIEVE lllE CONlRACTOR OF HIS RESPONSIBIUTY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE C0DEs. TO™EIIElll'Ol'MYKN0WlmoE, -IN(.F.:C • .il.l....SlN ACCORllANOe lhSl'ECTOA {>.-ooTm) Nicholas Narbethffi ~ ~ ~ =~~~1:!,~,.,.~ -fl-If /I.! 7L \N.E$IS ~ NCm:Q. tll(l'l-,;D 03/18/21 C&ITFIC,t,Tl!M). 522QJ5l-lCC . --AL,I-U717 oU7 7 WHITE NSI CANAR\' COo!roctcr PINK l!IJlldlng Offlclal NSI -~-• ou..,.lde•CA•920S.f Olllco (760} 277-• RIX'(T60 ,._j.214,1 NARBETH STRUCTURAL INSPECTIOM [,oeoo. G:Jjo,,TE 03/16/21 ® Authorized 0 ~NRlRCEOCONCAm O STAUC1; maa.ASS6MIIL>' 0 t!PF~Y-APPUl!DAAEPfl00PJNG @ Kl ACI (XICBO D mc~C0NCl1ETf □ ""~GYPSUM Gil cm-.i, Epoxy Sp,,olol'-□ "8Nl'<JflCSO MA90N"" □ oo;P~ """"""'"""' © ......,, -sIJ I"-"' --® 2345 Via Francisca , Carlsbad CBCA-2020-002 OWN IIAME @ @ The Reserve Aoartments Bldn#20 Musser Architect I (";{)ffgffl, M,1.TI. (tYJIE.. CIRA[E, ETC.] @jSTAENGTM @I""'""'"'-® ~ekirk Structural Engineer @ OUORISIE MAl'1.. (JICX OSStGN. RE-8,11,R GfWX'! 6 ~. Wl!LD-AOO. EJO,) @ -~ 63 .1.<::nua~P.ral Contractors '"""""' --. . @ A615/A706 ~c1s1on esIgn & Fabrication L.Ae. RECEJ\l'ING &. 1'm11NG. Y\Jl-...,1"" M.~ LSAMPl.m (8 Hilti Hit 500V3-180017L5-Exp-6/2021 ,_@ AAAIVAI. @ 0aAIUiD I.OCAllONOFWQl< ,_,...,, lUT .........,._ IIIOOl< ~.JOll-., MO<llill8S,,,..._,., 1!!C. @ TlOO TIME Rl!l'Om'OI' IHOUJDES INFOfUAA'l'10H M50UT~ OfwtreUL P'lACB) OR WORK~ NU~ TYPE.I le!Nf, NO'S~ DATE D"""""""' -mrT.......USW<EN. ,moor. OONNECnOHS(Wlll(I """'-H.T, !IOU8 TOOIQUEl)I~ IITC. TIME IIIISF'ECTl!D 03/16 4hrs Observation of Eooxv dowelina and anchorina 1. Epoxy Rebar Dowel install at (E) soread footina at East end of Frame. #7 dowels T&B @12" o/c, 12" embed in (E) footina East & West sides. Details 5/S3.01 . 2 . (3)#5 hooked dowels @12" o/c,(2) rows each side of (E) column, 6" embed into (E) spread footing. Detail 5/S3.01 3. (4) 1" threaded rod Anchor bolts@ (E) column, 12" embed into (E) spread footing. Detail 5E/S3.01 Holes drilled,cleaned,and installed per ICC/ESR 3814 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBIUTf TO BUILD PER THE Pl.AN$, SPECIFICATIONS AND ALL APPUCABU: COD1i8. TOT!lEIIEDTOf MYKNOWl.m, WOOKIN8PECTl!DWASlN ACOCRlANCE -ECTOR t,,o,rmM<) Nicholas Narbeth/7/ ..1J ~ 1191 Wlll!Tlff!SOR.IIMSl1GA1l()H-THEAl'P!DIEt)PINIII, •-/f, . , 7-' SPeC:a'!CA'llON8,Nlt>APRJCA111.£SllCT10NSOf1Hlal.l1<:.IWll.lllNGcooe, -ru . -ont!RWISl!NOTED, t\liTE 8ICHD 03/1 6/21 ~NO. 5220351-ICC WH.ltE. • NSI CANAR\' -OMht,clcr PINK-Bulldk>g Offlc!al AGI-Ul 11 bUl l ~c.{'r ,?.P ,?-I) -~ t, ,;2.ff Cl3c.A-;).P?-{)-oo;J-5 ' NSI -~-•-ldo•CA•11211M Offlca (780) 2T7-4M04• Fu (H0 "'3-214'1 NARBETH STRUCTURAL INSPECTION IJOBNO-©jo,.TI, 02/02/21 © All1hortzed D ~NFOACED CONCRETE ~ smucr. STEB.ASSEMel.'I O Sl'F.V-N'P\Jl!D ~ @ Kl ACI (XICBO 0 PAC-CONCFIETE """"1ACl!I) GYPSUM O Ol>ER Spoeial """"""°' □ AeNFOf'CEO.....,..., Q OEEP "°""""""' JOl!AOQAESS © ·---· ,i@j """' .... ,.,.....,. ® 2715 Circulo Santiaqo, Carlsbad CBCA-2020-002 -·N.OM• @ @ The Reserve Apartments Blda#? M!.Jsser Archit1;1Qt O()ffg'ffl, MAT\. (fVPE. CilWJE. &TC.J \!JJ811&atM 01~"" -@ "Engi'ekirk Structural Engineer @ ~~ OEStON. REw8AA ~ & Mflnll. wao-NJO. ETCJ @ -(X)NTIW;[Ofl s -8 lectrode .J.C:::n, ,ref r . r. ,~ OONm. NQ REPORI W WORK @ A992,A36 Precision Design & Fabrication l,\!I. a 1CQ1ni.:11 __ ,,.., M.\rL ~ (i} ~@ ARRIVAi. @ OETAILliD L0C,UION CJFWOfl( ~. TEST SAMPLE& TNQiN, W0FI< M.IECTR), J08 PACal!loll. Plli04 EZ4 REMARKS. ETC. (i} '""' """""'°" NCUJDES~MOUT~r7'MRl!tULPLACEDOflWCAC'! IL UaiED.NJi.lBER. T'l'P!I IO!N'f.NO"'SO, DATE D""""""'5 WORK '""" 1118'!Cl!D ---snom. 00N0£!10NS-.08 MA!le. H.T. 90U81'0IIQUEIICHECIOil), m:. 2/2 4hrs Observation of Field weldinq 1. Welding L2x2x1/4"x10"Ionq nailer attachment clips to too of (El W12x58 wide flanae beam. 1 /4"x4" lono fillet weld at ea. end of anale clio to too flanae. (3) 1 /4" SDS X 3" lono ~crews to nailer Weldina conforms tn AW~ n1 1 Alternate Det 2/S4.01 2. Observation of placement of A35 @ 12" o/c to 3x nailer on too of W12x bean s o (E) Rim joist . L2x2x16GAat top of rim joist W/#10 SMS @6" to sheathing & 16d@6" to rim. Length of building. Det. 2/S4.01 AWS Cert. Welder: Jimmy L Robinson-FCAW-4G THIS Rll!POlff DOES NOT RELIEVE T11E CONTRACTOR OF HIS RESPON8IBIUTf TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. . TO nE 8EST OF ti( KN0W\.EDC3E,. WORK #tOII CC:S>-NAI IN A000ADAHCE 14$ ECTOR bwff 4:.1""'1) Nicholas Narbeth,.17,i ~ wmtn1ESQLIIM'Sl1Qjffl()Hll!CXJl&8lllA11'115APl'ACMDP\NII, /j 8P&CIFICA1l0NI, ._, APl'lJCMl.£Sl!C'IIONS OF TI<f u.a.c. IIIJILDfNQ cooe, - UN!aRS~lll!NOff!D. OilTI 8IONED J .. ·/:,11 CIIITISC,QUQ, 5220351-IC II WHITE NSI . . . ~ C<,nlnctor PINK 8'-.g Offlclol Al,;l·Ull l OU I l ' NSI 420~-•0C..nti.i.•CA•HOU Oftlu (780) 277.0.0HFu (190"'3-2144 NARBETH STRUCTURAL INSPECTION IJ08""-010AT& 02/ 02/21 @ Authorized 0 Rli!NFOACEOCONCREl'o ~ smuctSlEB.ASSa.ffllY O """lV-N'O'U!DF1REPAOOF1N<3 @ Kl ACI [XICl!O O PAC-5117e r "°"""""' ~ (M'SUM O o,,..., Sooclal"'-□ AeNF<lAC>D MASOllf<f □ CEB' F0UND<l1CH JOI! ADO<>eS9 @ ---/JI,...,. .... ,.,_. @ 2715 Circulo Santiaao, Carlsbad CBCA-2020-002 _,NAM£ @ @ The Reserve Aoartments Bldn#6 M1Jsser Architect \,.A.JnlOl-".MA'n.{TVPE,(llillA[]&.,£TC.J @jmie«i1>< @I""'-"""""-. @ Englekirk Structural Engineer @ °ffl'r~ ~ RE~ GAADP & l,GlltMi. Wl!LD-fllOD. ETC.) (J) """"""'-"""""""' s 8 lectrode 1-r,, ----_, r.!., . . . r ;, ' 00NTR '"":!-"NQ ~IED WORK @ A992,A36 Precisio~esign & Fabrication "'8.""-"""NG& M.IILIL~ @ wr'® ...,,.,._@ DliTNUiD Loc;.,moNO,WOfl( INSPICTB), TUT 8MAB 'W<IN. w:JAI< MJECTB>,JOB PN:a.l!!MB,.¾00:SZS. REMiWC3. ETC. @ 'nMI! """""""" NCUJDES N(lFIMR10N Al!IOUT~ O,MREIIAL.PlACB) OR W0AK' Pfll!PtlMIED. NJ._.,., TVP£ l 101!N1: N0"a Ofi OAT& -"'°"" TIMI! IN8f e::: I !D TEST...-S -STROOr. c:oNtECTIONStwaneMADI!. H.T. 90ll8 T0110'.-'QCHK!Gl). ETC- 2/2 4hrs Observation of Field weldina Welding L2x2x1/4"x10"Iong nailer attachment clios to too of IE\ W12x58 wide flanae beam. 1 /4"x4" lonn fillet weld at ea. end of anale clio to too flanne. (3) 1/4" SDS X 3" long !>crews to nailer Welrlinn r-onfmmc: •~ AW~ D1 1 Alternate Del 2/84.01 2. Observation of nlacement of A35 @12"o/c to 3X nailer on too of W12x beam ; to (E) Rim Joist. L2x2x16GA at too of rim ioist W/#10 SMS@6" to Sheath inn & 16rl@f:" tn rim L-•~ I f"\f L,,.. •• ■• n~+ 'J/"4.01 AWS Cert. Welder: Jimmy L Robinson-FCAW-4G THIS Rl!PORT DOES NOT RELIIMi THE CONTRACTOR OF HJS RESPONSIBIUTf TO BUILD PER THE PLANS, SPl!CIFICAT10NS AND ALL APPUCAIUl CODES. TO THEaESTOF MV KH0WLIDQE. WOFI{ I.NSF ZIS)WA$1t A0COAOANCC 141 mTOA (,Mff oa'MI) Nicholas Narbeth/J ~',di~ W1111THES01.ffi!St1Gjffl()H-,oNI. 1!4EAPPRO\IEl)PINII, It. f/1f -NIIJAPPUCMLEse;nollSOl'lHEU.B.C. IIUILDINQC()(Je, -1\IAE lN.BS (7f'Hl!lftu• NQTl!D. DAffllQHB): I , -, CSITIFICA1UIO. 522035 j -IC ,,. , . . ACI-Ullloull WHITE NSI C»l>Rf C<,nlrodot PINK 1k-.; Ol!lclol • NSI -~Road•°""""' ldo •CA.•921154 Offlu (7&0) ffl-4404• Fu (190463-214' ' NARBETH STRUCTURAL INSPECTION IJOBNO. 01.,.Ti 01/ 25/21 © Authorized □ Rl!!NRlACEOCONCAET'E ~ STRUCT.sruJ.ASSeMIIL't' D -•Y-N'l'\J!'DF1REPA0001NG @ Kl ACl (XIC!IO O AAC.s7l'IESS!'ll C0NCl1rnS ""'Nl'OACEI> GY;>SUM O on-.., SQe<lallrnic)oaor 0 AEINRJaCftl MASOHfff O DOS' FOUNllATION JOO """'""" @ _,,___ 9®1"""'""-@ ~: 2715 Circulo Santiaao. Carlsbad CBCA-2020-002 T NAME @ @ The Reserve Aoartments Blda#5 M• "'""'r ArQhiteQt I.A.,fnOIP>, t.MTI. (TYPE, <MADE, ETC.J \.!JjSTREHGl'n-4 @I S0UF'Ci! "" ...,.,. @ Englekirk Structural Engineer @ ~~OEBMlN.RE~GN.Of'&...r':.11.WR.D-fllOO.ETC.) @ """"""-"""""""' 9 -8 lectrode .1-C:n, r ·r, ,~ OO«m. RliPOA'IWWCR<. @ A992,A36 Precision Design & Fabrication l.Al!,.~NG&T?ST'ING......,-,...,MI\, .,SNM'l.£$ @ ·-@ =IV"'-@ 0£W.J;D LOC,GIOHCJfWOPI( INIP&CTED, TUT MMPLE.& TNC!N. WOl=lt< RIJECTB),J08M:8..l!MS, :lCUUO. REhWl<S, ETC. @ TION A!J'OATOI' INCLUDES INf'ORM,ffl0N Al!CIUT~ ~ IMf"BML PUriCED 01\ W'0FIC ! IC O Zl.lED. NJl4Eft. TVP£ l l0!NT. NO'S Of DATE -W0AK TEST SAMPl.£S 1i\KEN. STAUCr. ~ IWRD8 ~ H. T. 80ll'S TOA0C.mt ~. ETC-TIMI' INSP!CIEI> 1/26 4hrs Observation of Field weldina Welding L2x2x1 /4"x1 0"lona nailer attachment clips to top of (E) W12x58 wide flanae beam. 1/4"x4" Iona fillet weld at ea. end of anale clio to too flanae. I (3) 1/4" SOS X 3" long ~crews to nailer Weldin□ N,nforms In AWS D1 1 Alternate Det 2/S4.01 2. Observation of ' " ,; of Ar.ti:; rw 12"n/" In r.t)( nailer on Inn nf W1 ?v beams rn IF\ Rim '~'~• L.:'.X.:'.X I 01.::!f\ ac cop OT nm JOISl VV/1t I U ' ,L• _ to Sheathing &16d@6" to rim. Length of building. Del 2/S4.01 AWS Cert. Welder: Jimmy L Robinson-FCAW-4G THIS Al!PORT D0l!S NOT RELl&Vli T11E CONTMCTOR Of HIS RE$PONSIBIUTf TO BUILD PEA THE PLANS, SPECIFICATIONS AND ALL APPLICA8LII CODES. TO THI: amTOF MYKNOWI..EDQ!. WORK U48I JX.:ED -NAa It~ Ml ECTOR (,liiNl'at1'Mil) Nicholas Narbeth/,~ 1-fA WITHTHESOL--THEAl'P!DIEDPIMI, /J. 'I.. 8PECIACATICHI, AND-.JCABLEsecnc)NS OflHl'U.B.C. IIUIUllNG CODE, UNLESS-NCm!D-DAT! 8l0NED r 11 , CSITl'IC:AlUO. 5220351-IC WHITE NSl . CAN,IR/ C<>,!roetcr -PINK lk-.g Offloiol -Al,;I-Ul 11 OVl l ✓• EsG1I DATE: AUG. 14, 2020 JURISDICTION: CARLSBAD PLAN CHECK#.: PC2020-0019 SET II PROJECT ADDRESS: 2262 AVENIDA MAGNIFICA PROJECT NAME: VOLUNTARY SEISMIC STRENGTHENING OF TUCK UNDER GARAGES 1:8:J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: 1:8:J EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Teqy Wilcox Telephone#: 949-337-3002 Date contacted: 7>/f:;)7.iJ;:Yjn Email: twilcox@decron.com Mail Telephone Fax In Person 1:8:J REMARKS: Ten buildings are being retrofitted under this permit. [Six are Type Ill and four are Type IV Buildings]. By: ALI SADRE S.E. Enclosures: EsGil 8/06 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • DATE: JUNE 16, 2020 JURISDICTION: CARLSBAD PLAN CHECK#.: PC2020-0019 ✓• EsG1I A $AFFbu1n Company SET: I PROJECT ADDRESS: 2262 AVENIDA MAGNIFICA □ APPLICANT □ JURIS. PROJECT NAME: VOLUNTARY SEISMIC STRENGTHENING OF TUCK UNDER GARAGES D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Terry Wilcox Telephone#: 949-337-3002 Date contacted: (by: Email: twilcox@decron.com Mail Telephone Fax In Person ~ REMARKS: Ten buildings are being retrofitted under this permit. [Six are Type Ill and four are Type IV Buildings]. By: ALI SADRE S.E. Enclosures: EsGil 6/02 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 CARLSBAD PC2020-0019 SET I JUNE 16, 2020 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK#.: PC2020-0019 PROJECT ADDRESS: 2262 AVENIDA MAGNIFICA CONSTRUCTION = V-A; STORIES =THREE; HEIGHT= NO CHANGE; OCCUPANCY= R2/S2 SPRINKLERS= NOT SPECIFIED; AREA= NOT SPEFICIED; SCOPE= RETROFIT DATE PLAN RECEIVED BY ESGIL: 6/02 REVIEWED BY: ALI SADRE S.E. FOREWORD (PLEASE READ): DATE REVIEW COMPLETED: JUNE 16, 2020 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code, and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, or other departments. The following items listed need clarification, modification, or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county, or city law. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring IllllQ corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 3. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? □ Yes □ No CARLSBAD PC2020-0019 SET I JUNE 16, 2020 PLANS 4. Please note the followings on the plans: Type of Occupancy = R2/S2; Type of Construction = V-A; Stories= 3; Height= No Change; Sprinklers= Yes/ or No. 5. On the cover sheet of the plans, specify any items that will have a deferred submittal (fire sprinklers, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.1: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." This mav applv to the sprinkler heads being relocated as a result of the remodel. FIRE-RESISTIVE CONSTRUCTION 6. Provide details on the plans for the fire-resistive construction. Include floor/ceiling assemblies, walls, column, and beam assemblies, as required due to remodel. Be sure to list with each detail the basis of approval (U.L. listing number, ICC research report, etc.). 7. Detail column fire protection and specify column impact protection in areas subject to impact damage from moving vehicles, per Section 704.9. As a minimum, show a steel jacket around each column to a height of 5' above the ground for impact protection. 8. Where columns require a fire-resistance rating, the entire column, including its connections to beams, shall be protected. Where the column extends through a ceiling, fire resistance of the column shall be continuous from the top of the floor through the ceiling space to the top of the column. Section 704.2. 9. Members of the structural frame (other than columns) supporting more than one floor and roof (or more than 2 floors, or supporting a load-bearing wall, or a nonload-bearing wall more than 2 stories high) must be individually encasement fire protected. (Section 704.3) Detail the required protection on the plans. STRUCTURAL 1 O. The revised plans need to be stamped and signed by the project engineer&/ or architect, responsible for their preparation. CA Business & Professions Code. 11. The City Policy requires that their Special Inspection Agreement be completed, signed, and returned to the City prior the permit being issued. This Form is available at the building department. 12. Please provide a soils report to justify Site Class "D", stiff soils, as noted in the calc's. Alternatively, specify Fa= 1.2, if Site Class "D" is assumed. ASCE 7-16, Sec. 11 .4.4. 13. Please dimension the 36" deep pads, as per the footing schedule, i.e., on section plans, detail 4/S3.01. CARLSBAD PC2020-0019 SET I JUNE 16, 2020 14. Please show details and references for the grade beam with size, and reinforcement, as per detail 5/S3.01, on the plans. To demo & reconstruct, as noted, is inadequate information for this purpose. 15. Please clarify (6) A.B.'s, as noted on details 4(A) & (B)/S3.01, versus (4) A.B.'s, as shown on detail 5/S3.01. 16. Please clarify the 1 ½"x30"x30" base plates, as noted on detail 4(A) & (B), versus those shown on detail 5/S3.01. 17. Please provide a section with the uplift plate details and references on the plans, as noted on details 4(A) & (B)/S3.01. 18. Please show plug welds on detail 2/S3.01, for the doubler PL to the WF Column. 19. Please delineate field welding symbols on the plans, as required. I.e., add to details 2/S3.01; 1 & 3/S4.01, etc. between new elements and existing beams, columns, base plates, etc., throughout. This is not an all exclusive list. 20. Additional corrections may be necessary, once updated plans and calculations are submitted for review & approval. MISCELLANEOUS 21. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE S.E. at EsGil. Thank you. CARLSBAD PC2020-0019 SET: I JUNE 16, 2020 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: ALI SADRE S.E. PLAN CHECK#.: PC2020-0019 DATE: JUNE 16, 2020 BUILDING ADDRESS: 2262 AVENIDA MAGNIFICA BUILDING OCCUPANCY: R2; V-A/ SPR. BUILDING AREA PORTION (Sq.Fl) Seismic Retrofit Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb 7U ii In P I 199 BCBu d g erm it Fee :-. : I ,":"',1,.:j:· I 1997 UBC Plan Chtck Ftt I !H cil, Valuation ~ier By Ordinance Type of Review: r Complete Review r Repetitivefee ~ I ! ... J Repeats , , • Based on hourly rate Comments: r Other J-1 Hourly EBGil Fee , Reg. VALUE Mod. r Structural Only ~Hrs.@• ~ ($) $1,320.001 Sheet 1 of 1 - Structural Calculations The Reserve at Carlsbad Soft Story Seismic Retrofit Buildings Type lll&IV PC2020-0019 2262 AVENIDA MAGNIFICA THE RESERVE VOLUNATRY SEISMIC RETROFIT FOR 10 BUILDINGS (TUCK UNDER PARKING) 1672503800 5/28/2020 PC2020-0019 Terry Wilcox Decron Properties.- 5/20/2020 20-S002 STRUCTURAl ENGINEERS 3621 Horb□r Boulevard, Suite 125 Sonto Ana, CA 92704 714.557.8551 T 714 557.5530 F www.englekirk.com .. THE RESERVE AT CARLSBAD TABLE OF CONTENTS Seismic Design Criteria Seismic Base Shear EPI JOB NUMBER: 20s002 Lateral Analysis-Type 3 Building Lateral Analysis Output-Type 3 Building Lateral Design-Type 3 Building. Lateral Analysis-Type 4 Building Lateral Analysis Output-Type 3 Building Lateral Design-Type 3 Building. Foundation Design 1 3 6 20 30 36 50 58 64 Seiemic Design Criteria 2262 Avenida Magnifica, Carlsbad, CA 92008, USA latitude Longitude: 33.1758037 117 3295258 Oale Oesign Code Reference Document Risk Category Site Oass Type Value s, 1.007 s, 0.366 >Ms 1.105 s,,, nu I -See Sedion 11 .4,8 s~$ 0.737 I So, nu I -See Se-ct1on 11.4.8 Type Value soc nu I • See Sed1on 11,4.8 F, 1.097 F. null -See Sedion 11 .4.8 PGA 0.441 FPGA t.159 PGA,., 0.511 Tt 6 SsRT 1.007 SsUH 1.118 SsD 1.5 S1RT 0.368 S1UH 0.404 S1D 0.6 PGAd 0.5 cl!S 0.901 c., 0.911 Oescri ption l{l/2020, 3:06:05 PM ASCf7-16 D • Sliff Soi1 MCER ground motion. (for il-2 secord period) MCE, groJrd mot on. (for 1.0s perod) Site<-modifed spectral acce eration va'ue Site-n-odifed spectral acce eratior va ue Numeric seism·c des'gn va ;eat 0 . .2 secono SA Numeric seism c des'gn va ue at 1.0 second SA Oesaiption 5e·srr,,c design category Site arrp'ificaton factor at 0.2 second Site arrpificat on factor at 1.0 second MC~ pea~ grour-d acceleratior Site amp 'ficab on factor at PGA Site rrocffied peak ground acc~erat on Long-per'od transition period n seconds Probab1! stic r sk-targeted ground mot on. (0..2 second) Factored uniform-hazard (2% probability o' exceedance in 50 years) spectral acceleration Factored determin-stic acce era lion va ue (0.2 S<'C.ond) ProbabiFstic risk-targeted ground mot on. (1.0 secoid) Factored uniform-hazard {2% probability o' e~ceeclance 1n 50 year;) spectral acceleration. Factored determln'stic acce'eratfon va ue. (1.0 second) Factored determin,st1C acce erat1on va ue (Peak Ground Acee erat,on) Mapped va' ue of the ris~ coefficient at st->ort pe'lodS Mapped vah1e o' the r'sk coefficiert at a per od of 1 s 2 - Seiemic Base Shear 3 BLDG Type 3 sos 0.737 g R 3.5 Cs 0.211 Weights Roof Roofing 7 Plywood 2.5 Framing 3 GypBD 2.56 MISC 3 Walls 8 Total 26.06 Trib 158.7 15 2380.5 66654 lbs Total 28 3rd Floor@Units 1.5" LW C 14.375 Plywood 2.5 Framing 3 GypBD 2.56 MISC 3 Walls 16 Total 41.435 Trib 158.7 18 2856.6 119977 lbs Total 42 2nd Floor@Parking 1.5" LW C 14.375 Plywood 2.5 Framing 3 Plaster 12 MISC 3 Walls 10 Total 44.875 Trib 158.7 18 2856.6 128547 lbs Total 45 Total Mass 315178 lbs Vbase 66368 lbs 75% Vbase 49776 lbs 4 p 1.3 Design Shear I 64708 lbs I Base Shear For Type __/ BLDG Type 4 3 BLDG L 108 ft Vbase 45165 lbs 75% Vbase 33874 p 1.3 Design Shear Base Shear For Type __/ 12l'.Lt036 IEis I 3 BLDG 5 Lateral Analysis-Type 3 BLDG 6 MEMBER& .. ~::_X~ ______________ ____:w:;,Jbii::":..' --------------7 - 7 ,.. DL :I Recl2X3 B LL 1 9 £.ending Moment, Mz II Members: Max = 78.8 K-ft (M2-0) UJin = -36.8 K-ft (M2) MDL -10 liohear Force, Vy ; ,:I Members: Max= 8.57 K (M3) A:lin = -15.6 K (M2) V DL - 11 ..,xial Force, Fx "" Members: Max= 0 K (M3) .1.1in = -17.1 K (M1-0) P DL •· W~.....--,._ _____________________ ½o<-_~47K 12 "'ending Moment, Mz nil Members: Max= 50.0 K-fl (M2-0) ,l,ilin = -20.5 K-fl (M2) M LL ,. 13 I . I : I All Members: Max = 3.86 K (M2-0) v1in = -9.30 K (M2) V LL - 14 ... .xial Force, Fx All Members: Max= 0 K (M3) ·""lin = -9.30 K (M1-0) P LL - 19?K->i---'-------------------------....--197K 15 -3ending Moment, Mz All Members: J,,1ax = 188 K-ft (M3) '' \1in = -206 K-ft (M3) ME ..... -J\-----------'~---------------\..----'-?65K 16 -Shear Force, Vy All Members: Max= 28.5 K (M1) "11/lin = -21.3 K (M3) VE 17 Axial Force, Fx All Members: .. Max= 15.8 K (M1) Min= -26.5 K (M2) PE ,.__,,,,_ ____________________ -t~•265K 18 Drift = 0. 76" X Cd =3 ~=1.5% "' 19 Lateral Analysis Output-Type 3 BLDG 20 Untitled Project VisualAnalysis 5.10 Report Company: The Englekirk Companies Engineer: Alan Shiosaki Project File: SMFl.vap Folder: R:\20-S002 The Reserve Seismic Retrofit\Calculations\Construction Document\Visual Analysis\ Load Cases Load Case Strength Service Results Analyze? Envelope? 1) Dead loads Yes Yes Yes Yes No 2)Live loads No Yes Yes Yes No 4)Seismic +X loads No Yes Yes Yes No Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. Concrete User Def Ksi Ksi K/ft"'3 in/in/deg-F 4.000 -NA- 3605. 00 0. 1700 29000.00 0.3000 0 .15 0. 49 0.000 0.000 Member Elements Member Section Material (l)Node (2)Node Ml Wl2X96 User Def Nl N2 Ml-0 W8x40 1 User Def N3 N4 M2 Wl2X72 User Def N2 N4 M2-0 Wl2X72 User Def NS N6 M3 Rect2X3 Concrete N3 Nl Member Extreme Results Member Fx (le) Vy(lc) Mz(lc) K K K-ft Ml -9.45 1) -4.47 1) -206 ( 4) Ml 15.85 4) 28,50 4) 149.7 I 4) M2 -26.5 4) -15.8 4) -143 I 4) M3 0.00 4) -21.3 4) -206 I 4 I M3 0.00 1 I 8.57 1) 187.8 ( 4) Member Internal Forces Member Result Case Name Ml Dead loads First Ml Dead loads First Ml Dead loads First Ml Dead loads First Ml Dead loads F.irst Ml Dead loads Firsl Ml Dead loads First Ml Dead loads First Ml Dead loads First Ml Dead loads First Order Order Order Order Order Order Order Order Order Order Offset ft 0. 00 1. 39 2.78 4. 1 7 5.56 6.94 8.33 9. 7? 11.11 12.:io Length Weight Rzl ft K 12,500 1. 20 Fix 12,500 1.51 Fix 18.500 1. 33 Fix 18.500 1. 33 Fix 18.500 16.65 Fix Fx K -9.45 -9. 31 -9.18 -9.05 -8. 91 -8.78 -8.65 -8.5] -8.38 -8.25 Vy Mz K K-ft -4.47 23.63 -4.47 17.42 -4.47 J 1. 22 -4.47 5. 01 -4.47 -1 . 19 -4.47 -7,39 -4.47 -]3.6 -4.47 -19.8 -4.47 -26.0 -4.47 -32.) -1-Wed May 20 10:01:54 2020 21 Rz2 One Way Fix Normal Fix Normal Fix Normal Fix Normal Fix Normal Member Result Case Name Offset Fx Vy Mz ft K K K-ft Ml Live loads t'irst Order 0.00 -3.70 -1. 92 6.67 Ml Live loads First Order 1. 39 -3.70 -1. 92 3.99 Ml Live loads First Order 2.78 -3.70 -1. 92 1. 32 Ml Live loads First Order 4 .1 7 -3.70 -1. 92 -1. 35 Ml Live loads First Order 5.56 -3.70 -1. 92 -4.02 Ml Live loads First Order 6.94 -3.70 -1. 92 -6.70 Ml Live loads First Order 8.33 -3.70 -1. 92 -9.37 Ml Live loads First Order 9. 72 -3.70 -1.92 -12.0 Ml Live loads First Order 11.11 -3.70 -1. 92 -14.7 Ml Live loads First Order 12.50 -3.70 -1. 92 -17.3 Ml Seismic +X loads First Or 0.00 15.85 28.50 -206 Ml Seismic +X loads First Or 1. 39 15.85 28.50 -166 Ml Seismic +X loads First Or 2.78 15.85 28.50 -127 Ml Seismic +X loads First Or 4.17 15.85 28.50 -87.7 Ml Seismic +X loads First Or 5.56 15.85 28.50 -48.1 Ml Seismic +X loads First Or 6. 94 15.85 28.50 -8.58 Ml Seismic +X loads First Or 8.33 15.85 28.50 31.00 Ml Seismic +X loads First Or 9. 72 15.85 28.50 70.58 Ml Seismic +X loads First Or 11.11 15.85 28.50 110 .1 Ml Seismic +X loads First Or 12.50 15.85 28.50 149.7 Ml-0 Dead loads First Order 0. 00 -1 7. 1 4.47 -19.0 Ml-0 Dead loads First Order 1. 39 -16.9 4.47 -12.B Ml-0 Dead loads First Order 2.78 -16.8 4.47 -6.67 Ml-0 Dead loads First Order 4 .17 -16.6 4.47 -0.47 Ml-0 Dead loads First Order 5.56 -16.4 4.47 5. 74 Ml-0 Dead loads First Order 6.94 -16.3 4.47 11. 94 Ml-0 Dead loads First Order 8.33 -16.1 4.47 18. 1 S Ml-0 Dead loads First Order 9. 72 -15.9 4.47 24.35 Ml-0 Dead loads First Order 11.11 -15.8 4.47 30.56 Ml-0 Dead loads First Order 12.50 -15.6 4.47 36.76 Ml-0 Live loads First Order 0.00 -9.30 1. 92 -3.52 Ml-0 Live loads First Order 1. 39 -9.30 1. 92 -0.85 Ml-0 Live loads First Order 2.78 -9.30 1. 92 1. 82 Ml-0 Live loads First Order 4.17 -9.30 1. 92 4. 49 Ml-0 Live loads First Order 5.56 -9.30 1. 92 7.17 Ml-0 Live loads First Order 6. 94 -9.30 1. 92 9. 84 Ml-0 Live loads First Order 8.33 -9.30 1. 92 12.51 Ml-0 Live loads First Order 9. 72 -9.30 1. 92 15.18 Ml-0 Live loads First Order 11.11 -9.30 1. 92 17.86 Ml-0 Live loads First Order 12.50 -9.30 1. 92 20.53 Ml-0 Seismic +X loads First Or 0.00 -15.8 26.50 -187 Ml-0 Seismic +X loads First Or 1. 39 -15.8 26.50 -151 Ml-0 Seismic +X loads First Or 2.78 -15.8 26.50 -114 Ml-0 Seismic +x loads First Or 4 .17 -15.8 26.50 -77. 3 Ml-0 Seismic +X loads First Or 5.56 -15.8 26.:JO -40.S Ml-0 Seismic ,x loads J<'irst Or 6.94 -15.B 26.50 -3.76 Ml-0 Seismic +X loads First Or 8.33 -15.B 26.50 33.05 M}-0 Seismic +X loads First Or 9.72 -] 5. 8 26.50 69.86 Ml-0 Seismic +X loads First Or 11.11 -1 S. 8 26. so 106.6 Ml-0 Seismic +X loads First Or 12.50 -15.8 26. so 143.4 M2 uead loads First Order 0.00 -4.47 8.25 -32.2 M2 Dead loads First Order 2. 06 -4.47 7.48 -16.0 M2 Dead loads First Order 4 . 1 1 -4. 4 7 6.'/2 -1. 45 M2 Dead loads First Order 6.17 -4. 4 7 S. 95 11 . 58 M2 Dead loads First Order 8.22 -4. 4 7 5.19 23.03 M2 Dead J oads First Order 10. 2 8 -4.47 4.13 32.92 M2 Dead loads First Order 12.33 -4. 41 3.66 41. 23 M2 Dead loads First Order 14.39 -4.47 -14.1 2 4. 3 6 M2 Dead loads First Order 16.44 -4.47 -14.8 -5.42 M2 Dead loads First Order 18.50 -4.47 -15.6 -36. 7 M2 Live loads Yirst Order 0.00 -1. 9? 3.70 -11.3 M2 Live loads First Order 2. 06 -1. 92 3.70 -9.79 M2 Live loads First Order 4. 11 -1.92 3.70 -2.20 M2 Live loads First Order 6.17 -1.92 3.70 5.40 -2-Wed May 20 10:01 :54 2020 22 Member Result Case Name Offset Fx Vy Mz Et K K K-Et M2 Live loads First Order 8.22 -1. 92 3.70 13.00 M2 Live loads First Order 10.28 -1. 92 3.70 20.59 M2 Live loads First Order 12.33 -1. 92 3.70 28.19 M2 Live loads First Order 14.39 -1.92 -9.30 17.73 M2 Live loads First Order 16.44 -1. 92 -9.30 -1. 40 M2 Live loads First Order 18.50 -1. 92 -9.30 -20.5 M2 Seismic +X loads First Or 0.00 -26. 5 -15.8 149.7 M2 Seismic +X loads First Or 2.06 -26.5 -15.8 11 7. 1 M2 Seismic +X loads First Or 4 .11 -26.5 -15.8 84.57 M2 Seismic +X loads First Or 6.17 -26.5 -15.8 51. 99 M2 Seismic +X loads First Or 8.22 -26.5 -15.8 19.41 M2 Seismic +X loads First Or 10.28 -26.5 -15.8 -13. 1 M2 Seismic +X loads First Or 12.33 -26.5 -15.8 -45.7 M2 Seismic +X loads First Or 14. 39 -26.5 -15.8 -78.3 M2 Seismic +X loads First Or 16.44 -26.5 -15.8 -110 M2 Seismic +X loads First Or 18.50 -26.5 -15.8 -143 M2-0 Dead loads First Order 0.00 0.00 8.49 0.00 M2-0 Dead loads First Order 2.06 0.00 7.73 16.67 M2-0 Dead loads First Order 4 .11 0.00 6. 96 31.77 M2-0 Dead loads First Order 6. 1 7 0.00 6.20 45.30 M2-0 Dead loads First Order 8.22 0.00 5.44 57.27 M2-0 Dead loads First Order 10.28 0.00 4.67 67.65 M2-0 Dead loads First Order 12.33 0.00 3.91 76. 47 M2-0 Dead loads First Order 14.39 0.00 -13.8 60.11 M2-0 Dead loads First Order 16.44 0.00 -14.6 30.84 M2-0 Dead loads First Order 18.50 0.00 -15.3 0.00 M2-0 Live loads First Order 0.00 0.00 3.86 0.00 M2-0 Live loads First Order 2.06 0.00 3.86 7.94 M2-0 Live loads First Order 4 .11 0.00 3. 86 15.89 M2-0 Live loads First Order 6 .1 7 0.00 3. 86 23.83 M2-0 Live loads First Order 8.22 0.00 3.86 31.78 M2-0 Live loads First Order 10.28 0.00 3.86 39. 72 M2-0 Live loads First Order 12.33 0.00 3.86 47.67 M2-0 Live loads First Order 14.39 0.00 -9.14 37.56 M2-0 Live loads First Order 16.44 0.00 -9.14 18.78 M2-0 Live loads First Order 18.50 0.00 -9.14 0.00 M2-0 Seismic +X loads First Or 0.00 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 2.06 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 4 .11 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 6.17 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 8.22 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 10.28 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 12.33 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 14.39 0.00 0.00 0.00 M2-0 Seismic +x loads First Or 16.44 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 18.50 0.00 0.00 0.00 M3 Dead loads First Order 0.00 0.00 -8.08 19.08 M3 Dead loads First Order 2.06 0.00 -6.23 4. 41 M3 Dead loads First Order 4.11 0.00 -4.38 -6. 4 9 M3 Dead loads Fjrst Order 6.17 0.00 -2.53 -13.6 M3 Dead loads First Order 8.22 0.00 -0.68 -16.8 M3 Dead loads First Order 10.28 0.00 1.1 7 -16.3 M3 Dead loads Firsl Order 12. 33 0.00 3.02 -12.1 M3 Dead loads First Order 14. 3 9 0.00 4. 87 -3.97 M3 Dead loads First Order 16.44 0.00 6. 72 7.95 M3 Dead loads 1-'irst Order l B. 50 0.00 8.57 23.63 M3 Live loads First Order 0.00 0.00 0.17 3.52 M3 Live loads First Order 2.06 0.00 0. 1 '/ 3.87 M3 L-ive loads First Order 4 .11 0.00 0. 1 7 4.22 -M3 Live loads First Order 6 .1 7 0.00 0.17 4.57 M3 Live loads First Order 8.22 0.00 0 .1 7 4.92 M3 Live 1oads Firsl Order 10.28 0.00 0. 17 5 .27 M3 Live loads First Order 12.33 0.00 0. 17 5.62 M3 Live loads First Order 14.39 0.00 0.17 5.97 -3-Wed May 20 10:01:54 2020 23 Member Result Case Name Offset Fx Vy Mz ft K K K-ft M3 Live loads First Order 16.44 0.00 0.17 6.32 M3 Live loads First Order 18.50 0.00 0.17 6.67 M3 Seismic +X loads First Or 0.00 0.00 -21.3 187.8 M3 Seismic +X loads First Or 2. 06 0.00 -21. 3 144.0 M3 Seismic +X loads First Or 4 .11 0.00 -21. 3 100.2 M3 Seismic +x loads First Or 6 .1 7 0.00 -21. 3 56.39 M3 Seismic +X loads First Or 8.22 0.00 -21. 3 12.58 M3 Seismic +X loads First Or 10.28 0.00 -21. 3 -31. 2 M3 Seismic +x loads First Or 12.33 0.00 -21. 3 -75.0 M3 Seismic +X loads First Or 14.39 0.00 -21. 3 -118 M3 Seismic +X loads First Or 16. 4 4 0.00 -21. 3 -162 M3 Seismic +X loads First Or 18.50 0.00 -21. 3 -206 Member Linear Loads This item is empty. Check the selection state, or report properties. Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Mz ft K K K-ft Max Axial Ml Seismic +X loads First Or 0.00 15.85 28.50 -206 Max Mz M3 Seismic +X loads First Or 0.00 0.00 -21. 3 187.8 Max Vy Ml Seismic +X loads First Or 0.00 15.85 28.50 -206 Min Axial M2 Seismic +X loads First Or 0.00 -26.5 -15.8 14 9. 7 Min Mz M3 Seismic +X loads First Or 18.50 0.00 -21. 3 -206 Min Vy M3 Seismic +X loads First Or 0.00 0.00 -21.3 187.8 Member Point Loads Load Case Member Direction Offset Magnitude ft Dead loads M2 DY 13.0000 -17.0000 K Dead loads M2-0 DY 13.00JO -17.0000 K Live loads M2 DY 13.0000 -13.0000 K Live loads M2-0 DY 13.00JO -13.0000 K Member Results Member Resu1t Case Name Offset ft Ml Dead loads First Order 0.00 Ml Dead loads First Order 1. 39 Ml Dead loads First Order 2.78 Ml Dead loads First Order 4 .17 Ml Dead loads First Order 5.56 Ml Dead loads First Order 6. 94 Ml Dead loads First Order 8.33 Ml Dead loads First Order 9. 72 Ml Dead loads First Order 11.11 Ml Dead loads First Order 12.50 ,. Ml J,i ve loads First Order 0.00 Ml Live loads Firsl Order 1. 39 Ml Live loads First Order 2.78 Ml Live loads First Order 4.17 -4-Wed May 20 10:01 :54 2020 24 Member Result Case Name Offset ft Ml Live loads First Order 5.56 Ml Live loads First Order 6. 94 Ml Live loc:1ds First Order 8.33 Ml Live loads First Order 9. 72 Ml Live loads First Order 11.11 Ml Live loads First Order 12.50 Ml Seismic +X loads First Or 0.00 Ml Seismic +x loads First Or 1. 39 Ml Seismic +X loads First Or 2.78 Ml Seismic +X loads First Or 4.17 Ml Seismic +X loads First Or 5.56 Ml Seismic +X loads First Or 6.94 Ml Seismic +X loads First Or 8.33 Ml Seismic +X loads First Or 9. 72 Ml Seismic +X loads First Or 11.11 Ml Seismic +X loads First Or 12.50 Ml-0 Dead loads First Order 0.00 Ml-0 Dead loads First Order 1. 39 Ml-0 Dead loads First Order 2.78 Ml-0 Dead loads First Order 4.17 Ml-0 Dead loads First Order 5.56 Ml-0 Dead loads First Order 6. 94 Ml-0 Dead loads First Order 8.33 Ml-0 Dead loads First Order 9. 72 Ml-0 Dead loads First Order 11.11 Ml-0 Dead loads First Order 12.50 Ml-0 Live loads First Order 0. 00 Ml-0 Live loads First Order 1. 39 Ml-0 Live loads First Order 2.78 Ml-0 Live loads First Order 4. 1 7 Ml-0 Live loads First Order 5.56 Ml-0 Live loads First Order 6.94 Ml-0 Live loads First Order 8.33 Ml-0 Live loads First Order 9. 72 Ml-0 Live loads First Order 11.11 Ml-0 Live loads First Order 12.50 Ml-0 Seismic +X loads First Or 0.00 Ml-0 Seismic +X loads First Or 1. 39 Ml-0 Seismic +X loads First Or 2.78 Ml-0 Seismic +X loads First Or 4.17 Ml-0 Seismic +X loads First Or 5.56 Ml-0 Seismic +X loads First Or 6. 94 Ml-0 Seismic +X loads First Or 8.33 Ml-0 Seismic +X loads First Or 9. 72 Ml-0 Seismic +x loads First Or 11. 11 Ml-0 Seismic +X loads .First Or 12.50 M2 Dead loads First Order 0.00 M2 Dead loads FirsL Order 2.06 M2 Dead loads First Order 4 . 11 M2 Dead loads First Order 6.17 M2 Dead loads First Order 8.22 M2 Dead loads First Order 10.28 M2 Dead loads First Order 12.33 M2 Dead loads First Order 14.39 M2 Dead loads First Order 16.44 .. M2 Dead loads r'irst Order 1 8. 50 M2 Live loads First Order 0. 00 M? Live loads Firsl Order 2.06 M2 Live loads First Order 4. 11 M2 Live loads First Order 6 .1 7 M2 Live loads First Order 8.22 M2 Live loads First Order 10.28 M2 Live loads Firsl Order 12.33 M2 Live loads First Order 14.39 -5-Wed May 20 10:01 :54 2020 25 Member Result Case Name Offset Et M2 Live loads First Order 16.44 M2 Live loads First Order 18.50 M2 Seismic +X loads First Or 0.00 M2 Seismic +X loads First Or 2. 06 M2 Seismic +X loads First Or 4 .11 M2 Seismic +X loads First Or 6.17 M2 Seismic +X loads First Or 8.22 M2 Seismic +X loads First Or 10. 2 8 M2 Seismic +X loads First Or 12.33 M2 Seismic +X loads First Or 14.39 M2 Seismic +X loads First Or 16. 4 4 M2 Seismic +X loads First Or 18.50 M2-0 Dead loads First Order 0.00 M2-0 Dead loads First Order 2.06 M2-0 Dead loads First Order 4 .11 M2-0 Dead loads First Order 6 .1 7 M2-0 Dead loads First Order 8.22 M2-0 Dead loads First Order 10.28 M2-0 Dead loads First Order 12.33 M2-0 Dead loads First Order 14.39 M2-0 Dead loads l:'irst Order 16.44 M2-0 Dead loads First Order 18.50 M2-0 Live loads First Order 0.00 M2-0 Live loads First Order 2.06 M2-0 Live loads First Order 4 .11 M2-0 Live loads First Order 6.17 M2-0 Live loads First Order 8.22 M2-0 Live loads First Order 10.28 M2-0 Live loads First Order 12.33 M2-0 Live loads First Order 14.39 M2-0 Live loads First Order 16.44 M2-0 Live loads First Order 18.50 M2-0 Seismic +X loads First Or 0.00 M2-0 Seismic +X loads First Or 2.06 M2-0 Seismic +X loads First Or 4. 11 M2-0 Seismic +X loads First Or 6 .1 7 M2-0 Seismic +X loads First Or 8.22 M2-0 Seismic +X loads First Or 10.28 M2-0 Seismic +X loads First Or 12.33 M2-0 Seismic +X loads First Or 14. 39 M2-0 Seismic +X loads First Or 16.44 M2-0 Seismic +X loads First Or 18.50 M3 Dead loads First Order 0.00 M3 Dead loads First Order 2.06 M3 Dead loads First Order 4. 11 M3 Dead loads First Order 6.17 M3 Dead loads First Order 8.22 M3 Dead loads First Order 10.?8 M3 Dead loads First Order 12.33 M3 Dead loads First Order 14.39 M3 Dead loads First Order 16.44 M3 Dead loads First Order 18.50 M3 Live loads First Order 0.00 M3 Live loads First Order 2. 06 M3 Live loads First Order 4 .11 M3 Live loads First Order 6.17 M3 Live loads First Order 8.22 M3 Live loads First Order 10.28 M3 Live loads First Order 12.33 M3 Live loads First Order 14.39 M3 Live .loads First Order 16.44 M3 Live loads First Order 18.50 M3 Seismic IX loads First Or 0.00 M3 Seismic +X loads First Or 2.06 -6-Wed May 20 10:01 :54 2020 26 't, ' Member Result Case Name M3 Seismic +X loads First Or M3 Seismic +X loads First Or M3 Seismic +X loads First Or M3 Seismic +X loads First Or M3 Seismic +X loads First Or M3 Seismic +X loads First Or M3 Seismic +X loads First Or M3 Seismic +X loads First Or Member Uniform Loads Load Case Dead loads Dead loads Member M2 M2-0 Nodal Displacements Node Result Case Name Nl Dead loads First Order Nl Live loads First Order Nl Seismic +X loads First N2 Dead loads First Order N2 Live loads First Order N2 Seismic +X loads First NJ Dead loads First Order NJ Live loads First Order N3 Seismic +X loads First N4 Dead loads First Order N4 Live loads First Order N4 Seismic +X loads First NS Dead loads First Order NS Live loads First Order NS Seismic +X loads First N6 Dead loads First Order N6 Live J oads First Order N6 Seismic +X loads First Nodal loads Load Case Node Seismic +x loads N7 Seismic +X loads NS Nodal Reactions Node Result Case Name Nl Dead loads First Order Nl Live loads First Order Nl Sejsm'ic +X loads First N3 Dead loads First Order Or Or Or Or Or Or Or Offset ft 4. 11 6.17 8.22 10.28 12.33 14.39 16.44 18.50 Direction Offset End Offset DY DY DX in 0.00 0.00 0.00 -0.01 -0.01 0.78 0.00 0.00 0.00 -0.02 -0.01 0. 77 0.00 0.00 0.00 0.00 0.00 0.00 DY in 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 Direction OX DX FX FY ft ft 0.0000 0.0000 RZ deg -0.00519 0.00819 -0.10944 -0.02351 -0.01469 -0.23054 0.00740 -0.00667 -0.08224 0.05557 0. 03966 -0.20300 -0.17199 -0.09577 0.00000 0 .21113 0.12570 0.00000 18.5000 18.5000 Magnitude 55.0000 K :>:>. 0000 K MZ K K K-ft 4.47 18.02 -NA- 1. 92 3.86 -NA- -28.5 -37.1 -NA- -4.47 25.22 -NA- -7-Wed May 20 10:01:54 2020 27 Magnitude -0.3000 K/ft -0.3000 K/ft - Node Resu1t Case Name FX FY MZ K K K-ft N3 Live loads First Order -1. 92 9 .14 -NA- N3 Seismic +X loads First Or -26.5 37.16 -NA- NS Dead loads First Order 0.00 8. 49 -NA- NS Live loads First Order 0.00 3. 86 -NA- NS Seismic +X loads First Or -55.0 0.00 -NA- N6 Dead loads First Order 0.00 15.39 -NA- N6 Live loads First Order 0.00 9 .14 -NA- N6 Seismic +X loads First Or 0.00 0.00 -NA- Nodal Supports Node Fix DX Fix DY Fix RZ Nl Yes Yes No N3 Yes Yes No NS Yes Yes No N6 Yes Yes No Nodes Node X y Fix DX Fix DY Fix RZ ft ft Nl 0.000 0.000 N2 0.000 12.500 N3 18.500 0.000 N4 18.500 12.500 NS 30.000 12.500 N6 48.500 12.500 Yes Yes No No Yes Yes No No Yes Yes Yes Yes No No No No No No -8-Wed May 20 10:01 :54 2020 28 Member Result Case Name Offset ft M3 Seismic +X loads First Or 4 .11 M3 Seismic +X loads First Or 6.17 MJ Seismic +X loads First Or 8 .22 M3 Seismic +X loads First Or 10.28 M3 Seismic +X loads First Or 12.33 M3 Seismic +x loads First Or 14.39 M3 Seismic +X loads First Or 16. 4 4 M3 Seismic +X loads First Or 18.50 ·- Member Uniform Loads -Load Case Member Direction Offset End Offset Magnitude ft ft Dead loads M2 DY 0.0000 18.5000 -0.3000 K/ft Dead loads M2-0 DY 0.0000 18.5000 -0.3000 K/ft Nodal Displacements Node Result Case Name DX DY RZ in in deg Nl Dead loads First Order 0.00 0.00 -0.00519 Nl Live loads First Order 0.00 0.00 0.00819 Nl Seismic +X loads First Or 0.00 0.00 -0.10944 N2 Dead loads First Order -0.01 -0.00 -0.02351 N2 Live loads First Order -0.01 -0.00 -0.01469 N2 Seismic +X loads First Or 0.78 0.00 -0.23054 N3 Dead loads First Order 0.00 0.00 0.00740 N3 Live loads First Order 0.00 0.00 -0.00667 N3 Seismic +X loads First Or 0.00 0.00 -0.08224 N4 Dead loads First Order -0.02 -0.00 0.05557 N4 Live loads First Order -0.01 -0.00 0. 03966 N4 Seismic +X loads First Or 0.77 -0.00 -0.20300 NS Dead loads First Order 0.00 0.00 -0.17199 NS Live loads First Order 0.00 0.00 -0.09577 NS Seismic +x loads First Or 0.00 0.00 0.00000 N6 Dead loads First Order 0.00 0.00 0 .21113 N6 Live loads First Order 0.00 0.00 0.12570 N6 Seismic +X loads First Or 0.00 0.00 0.00000 Nodal Loads Load Case Node Direction Magnitude Seismic +X loads N2 DX 55.0000 K Seismic +X loads NS DX 55.0000 K Nodal Reactions Node Result Case Name FX FY MZ K K K-ft Nl Dead loads First Order 4.47 18.02 -NA- Nl Live loads First Order 1. 92 3.86 -NA- N1 Seismic +X loads First Or -28.5 -37.1 -NA--~ N3 Dead loads First Order -4.47 25.22 -NA- -7-Wed May 20 10:01:54 2020 29 Lateral Design-Type 3 BLDG 30 THE ENGLEKIRK COMPANIES I SPECIAL MOMENT FRAME(SMF) -BEAM TO COLUMN CONNECTION REDUCED BEAM SECTION (RBS) -2005 AISC Seismic Provisions PROJECT: .------,STEEL STANDARDS Job# Date Initials Sheet# Frame ID: SMRF-A lw12x12 BEAM w/ W12X96 COLUMN A'8C 358 -05: Prequallfled Connections tor Speclal and lnt•nnitdl•bl SIHI Moment FrwnH tor S.lsmk ~pKcatJon BEAM AND COLUMN GEOMETRIC PROPERTIES: COLUMN SIZE • W12X96 , .. 55.6 ksl BEAM SIZE-W12X72 F,.• 55.8 ·~ , .. 65 ·~ WELDS-•-· 70 ksl SPAN INFORMATION: ~ (centerline lo centet11ne cf oolumn1) • L.,. (face of column to face of column) '"' L' (centerline lo center1ine of rbs cult) • SPAN-TO-DEPTH RATIO· BEAM SECTION OBJECTIVE: BEAM MOMENT STRENGTH - BEAM WEB STABILITY - .... , ... h/t..t,s ... 12.70 ._. 0.55 k• 1.50 •·· 12.25 .... 0.-43 k• 1.38 210.0 197 3 174.6 16.1 22.1 AISC 341-05: Seismic Provisions tor StNctur11I StHI Bklgs, lncludlng Suppi.ment No.1 AISC 13th Ed.: Specification for Struetufll SIMI Bulkllng• ., ... 12.20 In In ... 0.90 In in In .... 12.04 In In ... 067 in in ,.. 21.1 tn' "Maximum C°'umn Siu • Wll • unlimtt.d -r.utmum Column Flange Thlckn.u • unllmlted"' *Mulmum Girdftr Sin ■ W38x300 "Mulmum Beam Flan" ThlckneH ■ 1 31•• In in ;n Qial< 550 ft.l(lps 56.0 121!.u v, • 28 ,, . 1.13 In z... 108 1n• Wt• •·· 97 Jn' ,,.. 3.04 In (2005 AJSC 358 Sec. 5.3.1 and 5 3.2) (2005 AISC 358 -5 3.1 -5a SMF: 7 o, greater) (2005AISC l41 Table 1-8-1) 72 BEAM FLANGE STABILITY· bt..-= 2 x(R -c )+ b.,-2 x( R1 -(b/3)2)1.12= 9.99 in (2005 AJSC 358 -5.3.1) (2005 AISC 341 Table 1.&--1) ADDITIONAL DRIFT DUE TO RBS· LATERAL BEAM BRACING {Conccttt OtSk Bctctsl TOP Flanat) MAX BEAM UNBRACED LENGTH - 2% FLANGE FORCE (STRENGTH) - 2% FLANGE FORCE (STIFFNESS) - PIHtlc Hing• Zone Bracing requllflt for Flexible dlaphrams: ).■b, .. /2'-,• 7.46 1 +0.1 (c/c_)"' h,. 11.6 ITT l11~ •0.066rwt, EJ F_, • LPC-i•1.76'(EIF,)',:z•r• 11,. • 1/q ( 1 OM,C,,ILJl,) • 11,.,...,= P~ (LY(cos'e E) = 36.0 6% FLANGE FORCE @Plastic Hinge (STRENGTH) -P111 ,.0 06M.., C., I C.,.h,, a 6% FLANGE FORCE@RBS (STIFFNESS)-11,. • 1/~ (10M•CJ C.l.Jl.) = A..,..,,= II,, (L)/(cos'o E) = 6% In C.,•1.0 11.37 10.19 11.37 11 62 0.09 26 47 0.07 0.3 (El Fwt,)Vl ■ 6.65 NG· 80'd3t BOS ClO (Input Into tho RAM Structurol) (2005 AJSC 358 • 5.8) (Angle Bracv Diagonal Length) (NOTE: Br•c• C•pat:Jty Auumes 10'-lr Max L•ngth) ~ -0.75 Provide Dlagonal Angle Braces U19 2 Qracu IxPIGDI LAt!CII 8Cflci09 PIAO PRl:111 •> Okay (2005 AISC 341 9.8) (AISC 13th Ed.Ap~6.A-8-7) kips 19.9 I.Ju&.1i2 TypOetailOkay (2005A!SCJ..419.8) (NOTE: Brae• C•~clty Anum.s 10'-0• Max bngth) kip/In kips 3.75 StttlDllt It OK Provide lotetr•I br•cing •lemetnl tor axial load end verify dlaphr119m load tran&letr Viuffy lalitral bracing olomcnt stJffneH (NSC 13th Ed, Appendix 6, A-6-8) (2005 AISC 341 Example page 4-58) (2005 AlSC 341 9.8) (AISC 13th Ed.Appendhl 6. A-6-8) {200$AI$C 341 Example pago 4-58) (Nol• PIO!,,ltC-liH19f) bruc,ng d(t<,S nol ncud tu t.,c pto..-idoct I! bo;t1" M.lpp()rt& • ¢1,)l'l(:rt,ltt Mruuu1:.I !Jail th11I ,,. CO!K'lflCIOCI lw.!w00n tho prolo-<:t~ 700(1$ w,th woldo<l $11(.!i)f llOlll'IOClon &pllOO{l @ 12 '" [) C n1e>. } 31 THE ENGLEKIRK COMPANIES I SPECIAL MOMENT FRAME(SMF) -BEAM TO COLUMN CONNECTION REDUCED BEAM SECTION (RBS) • 2005 AISC Seismic Provisions REDUCED BEAM SECTION GEOMETRY: ..... 1,1 F.,.• R..t,xF~• 61 ·~ Vw • 1.2 V~ + f1 V1 • 24.2 kips (Gravity Loads on Girder) min mu a•(0.5to0.75)xbi,,• 6.02 In lo 9.03 In b• ( 0.65 to 0.85 )xO. • 7.96 In lo 10.41 In C•(01to0.25)kbi,,• 1.204 In lo 3.01 In S..••+b/2• 11.25 In R • ( Rad!Us of the cut)• ( ◄c1 + b2 )/ 8c• z....s z.. -2 ct.. (<ft,• It,,)• {p!atisc modulus at plattc hinge) Sr..= s,. 2c ~ ( Dt.-1-.>' 1 o.= C"' • (Fv•Fu)l(2Fy) <•L2 M.,. • ~ x R., x Z... x F~ • (max probabl9 mom8flt at plastic hinge) (eirpected shear force at plattlc hinge) M. • M"' + v,_ KS,,• (lnmsfd moment at COiumn face due to plastic hinge) M6 s M., + vl'M )( ( S.. + OJ2) • (transrd momenl at coli,.1mn C.line duo to plastic hinge) M119 • Z~ ,iR• x Fy • (plastic momenl at COi face based on expect&d yield stress) 527 (2005AISC 358 Sec.2.4.1) DIC'"' 550 0.96 BEAM CODE STRENGTH CHECK: S,,.• 1 p= 1.30 ,, • 0.50 MOMENT AT RBS CENTERLINE· M1t1 • SHEAR CHECK - .... pMo,• Mb•028o,sM.• ♦M.._,_•0.9Z..,xF'III • M.....,.•1.2M••1.6M1• M.....,.• 1.2 M.• 11 M1+ pMEn • Ml'.~• ♦V,.• 4>x(CS.-6"-)x t.,. 11 (0.6 F,c,) • V., ■ 2 xM,..I L'1NS1 + Vwg • BEAM SIZE• .. 6.3 b • 10.00 c• 1.75 8.02 In 61 1n• 72 In' 1.09 447 ft-kips 86 kips 527 ft-kips 572 ft-kips 550 ft-kips ~ 20.00 N-kips 11 rt-kips 157 ft-kips ft-kips 337 ft-klps 42 ft-k1ps 191 rt-kips 90 kips 86 kips W12X72 In Cuts OK In Cuts OK In Cul$ OK (2005 AISC 358 Fig. 5.1 ) Job # Date Initials Sheet# <===> (2005 AISC 358 Eqn. (5.8 .. )) (2005 AISC 358 Eqn. (2.4.3)) (2005 AISC 358 Eqn. 5.8-5) (2005 AISC 358 Eqn 5.H) "UH Typic.111 RBS Stam Cut• (2005 AJSC 358 • 5.8} • M111 used for Frame Column Design (al column centflr liM) (2005 AISC 358 Eqn. 5.8-7) (2005 AISC 358 Eqn. 5.8-7) (S8Nloe Gravity DL Moment) (S81'Vloe Gravity LL Momont) (Code Moment from ComptJ!er Analysis) (Code Momeni due to vertical accek,rauon) ... ..,,, Qw DIC"' 0 566 (Assumes 3· mal(lmum flange copes) ♦V, Qw ()(Ca 0 955 Note; CJP Weld atnmgth IS no! Checked because it will be equal or greater than lhe base material strength CONTINUITY PLATE CHECK: COLUMN FLANGE STIFFENER CHECK • ~ .. 0.4 x[ 1.8Xbi.llC!e,X( R,c,F,c, )/( R,.,F.., ))w • ..,_,. "-'6 • tf Continuity Pl&t88 are requtr&d the minimum p(ate lhicknen Is: 1.52 2.01 034 "'· in. in. swcm·0: Bem1!CM SWon''C:: Bro1111w1 (2005 AISC 358 Eqn (2.4.4-1) & (2.4.4-2)) (2005 AISC 358 2.4.4a) (Note: The above equations do not apply for the top flange of the beam 1:11 roof condition, per 2005 Prequa!ified Conn. Commentary C2.4.4. In this condition, 8 (Note lndicato Con\+nuilV ~tos on St.-1F Elt"'11tionB 1f rnquned) cap plate Is pro'lided lo ma~e a direct force transfer from beam flange to column web. See our typical detail.) CONTINUITY Pl/ffE TO COlUMN WEB WELD CHECK -Partl81..JOin1-P11:tnt1ITTllion R.,= min(CZ>0.6F,A., CZ>0.6F.A,)= 65.7 klps <-..:.:;.;Governs (2005 AISC 358 2.4Ab) mln(¢1FA, 4>F.,A.)a 81.2 kips (Note l'yptCDI fffitall r,all'i out 60% PJP. rev1s,,, ii spr-,11,d:>.hfwl n1dk"~re'i mon,) <PM.,l("-•i..)• 265.0 ~P• R,.= 1366 kips Effective Throat Thld(ness,. USE CJP 32 THE ENGLEKIRK COMPANIES ■ SPECIAL MOMENT FRAME(SMF) -BEAM TO COLUMN CONNECTION REDUCED BEAM SECTION (RBS) • 2005 AISC Seismic Provisions COLUMN DOUBLER PLATE CHECK: COLUMN INFORMATION· Wt2X96 ~ ( • O for exterior column , • 1 fOI' intorior column ) • Col Height Top ft • Col Height Bottom ft • H ( average sto,y height. (H..., + Ht..,.> )I' 2 • COLUMN SIZE • W12X96 BEAM SIZE LEFT -W12X72 55.6 1.1 MoJ• 572 MrJ• 238 P.,J•M,,.l(~-lt,)• BEAM SIZE RIGHT -<--(Defaults to "None"ifCol • o, Uses SameBet.tm Size if Col• f ) WELDS· O.• ... 00 IRI EB Pl Alf 0EIFBMINATION 70 In. lo. Mo,• M,.,• P1,1•M11l(dt,·le;,)• Woh Panel Zooc SHEAR cMch ("This par1HJcolcula\00111 "Golurnn· !!.hool and it,~ t.n~ed lO tioro") Is the effect of panel zone deformatJon on frame 1tablli1y conskktfed 1n the analysis? (AISC 13th Ed Sec.J10.6) v .. P,<-0.4Pc P,>0.4 Pc Pr<-0.75Pc Pr>O 75Pc Paocl Zooo Sboac Cnoedty R,.• 0.6 F,d;t..."' R,. • 0.6 F. de t,.. (1.4 • P/P.;) • R., ■ 0.6 F,dc t,.(1 + 1.5bc1 t,l/t\.dct.)• R,. • 0.6 F, d,, t,. (1 + 1.Sbd t,/ldt,d,t,,.)(1.9-1.2P/Pc) • 232.8 kips 319.4 kipa 273.2 kips 509.8 kips (V,). R,,• IPa, • P11J + Pa,1• I~•MotJ•MdJ• R,,s:rP.,-(l:Md lH)"' R,, Useci>,,.1.0 t_ (total)• ............. R. 273.2 2'7 572 247 kips kips ft-kips kips No Do11blor Plato Bcmwcd 0.50 in 1.05 In . '" ft-kips ft-kips D ft-kips 0 ft-kips Job# Date Initials Sheet# fl 12.5 fl 6.25 247 kips < --( Defaults to "O"forMt1., sndM,, if Col • O. and UsesSame8eemSJielfC()la1) kip• >» Gola :COi! 1000'" Sb eel 273.2 kips (AISC 13th Ed. Eq.J10-9) (AISC 13th Ed. Eq,J10-10) (AISC 1311'1 Ed. Eq.J10-11) (AISC 131tl Ed. Eq.J10-12) (Use 112" Minimum & 7/8" MaJQmum Plates) t (min)> (dl + w.) 190 • ((dt, • 2 K le,)+ (d,, • 2 x I.e.)) I 90 • ,_. 0000 in Okay Mio lbk Sal 51,cd 0.00 in. (AISC 13th Ed. Ch. G) t)l(}i,~~-0.00 0.00 kl. (Noto 11 IOI.di li'1ic:l-:!lt"9$ ol double1 11lnte 811Cl:&ds 314", -.plil and Pt•! lt,am i'JI two side~) QQl !RI EB Pl AJF SJBENGIH AND IAP/RQUQM WEI D CHECK Is continuity plate provided? Horizontal Weld Shear V11• R.,-R,. • A,,• (d,,-2k-2' 1.5-2'0 25)"1,sp • Horizonlal Weld Shear Sress f.,• Vr/A.,• Horizontal F!ltot Weld Required on Top/Bot of Doubler Plate VJ1.3921(d,,-2k-2" 1 .S-2"0.25) • o.o 3.1 0.0 00 0,-:?5f .. Note· Vertical weld atrenglh iv not chocked "'100 8 CJP w&ld Is ~ to dftvrelop the available strength of the full doubler plate thic:kness kips ,,, ,. 116"' PJP 33 ..... 42 .... 30 pMDI• 169 Mtv • 0.2 S 4 M~,•1.2tl 238 ... (2005 AISC 341 9.3b and typk:al detail THE ENGLEKIRK COMPANIES I SPECIAL MOMENT FRAME (SMF) -COLUMN DESIGN 2005 AJSC Seismic Provisions PROJECT: ~~~~STEELSTANDARDS Frame ID: I SMRF-A !W12X72 BEAM w/ W12X96 COLUMN Design COLUMN DATA: W12X96 F.., = 55,6 !QR CQLUMN DATA: none F..,• 55,6 Height Bottom COLUMN DATA: none F..,• 55,6 Height BOTTOM BEAM DATA: LEFT BEAM-none D,• o,oo in .... In' L,,= 210 In !;;QLUMN LOADS: COLUMN AXIAL CAPACITY: P.• P, .. F'l'llx/\;,. P"'/0.9Pw= 1,00 1,00 44 1567 0.031 H~• So.• 0,676 A,.;<z1.S: >-c> 1.5: For a ( 0.658"),/) Fl'C• For• ( 0.877 0,,/) F,.c: • , .. k~ k~ ft 12,50 1,00 "". 12.20 ,.. 0,90 ... 12.70 .... 0$5 ,,.. o,oo ,.. 0,00 O,• 0,00 t..= 0,00 "". 0,00 ,.. 0,00 D,• 0,00 .... 0,00 RIGHT BEAM· O,• .... L,,= ft (AISC 131h ED,) 27.6 48.5 <--Governs 45.88 ksi NA ksi in in In in in in In In In " in In none 0,00 in 0 in' " p• 1.30 I • LOO 34 A• z~= s.• 1.-,.,. A• Z.• s.- I,.= A• Z.• s.• 1 •• 28.2 .,, 147 in' 131 1n' 833 .,. 270 In' 0,0 In' 0 In' 0 .,, 0 In' o,o In' in' 1n' In' Column Base Fbcity = P•• 16 P,• 10 Job# Date Initials Sheet# ·~· r-,.; = J• c.• , .. ,.., . x,. x2•10• = , .. ,..,. x,• x2·10•• 5,44 309 9410 0,00 0,00 0,00 0,00 Fixed o.,. ' G,= 000 kips P ... • kips P-• 11&4 kips In in 1n' 1n' In In ksi (l"<slf in in ksi (11ksl)2 13 kips 3 ,.,. Sht# 1 of2 THE ENGLEKIRK COMPANIES COLUMN BENDING CAPACITY: M,,•F~•Z..• ~•0.7xF,xSe • FLANGE LOCAL BUCKLING (AISC 131h Ed, 8.4 & C-85, SPSSB p.11) (Table 84.1) WEB LOCAL BUCKLING (AISC 131h Ed. 84 & C-85, SPSSB p, 11) 681 425 kip-rt kip-ft ,.,,.12,.. ~-0.3(EJFl'C)1n• I ).,.• 141 l(Fvc· 10)1r.i• M,,.., • IM,,·M.1•11.-l,,lill.,· l,,I• , • h,/ 1..-10, · 2 k,)/t,. = ).,, • P. /0.9 P, > 0.125: Pu/0.9P,<0.125: 6.76 <. · SEISMtCALl Y COMPACT 6.85 Table t-.8-1 20,89 0,0 191 / Fy112 ( 2.33-P11J ._,F\) > 253/ Fy'12 535/Fy112( 1.0-1.54 Pul~Pt) ft-kips Job# Date Initials Sheet# 17,70 o;--SEISMICAlLYCOMPACT IF ~>2.0AN0Pu/0.9Py<0.125: 78.45 (2005 AISC 341 Table 1-8-1) LATERAL TORSIONAL BUCKLING L.Mp1, ).,. = 970 I Fye112 (1-(0,74 PJ0,9 P1)) = M,, ... • (M,,· M,) •I•· ).,,)/().,-1,,) • L.,= He= L11 • 1,76 rYII (El F,,:)'12 • 127.11 o.o INELASTtC t.A fERAL TORSIONAL BUCKLING (AJSC 131h Ed. Eqn. (F2-5)) (AISC 131h Ed. F2) L, • 1 95((',.C...)111/SJV?E/0 71F.,(JclS/t\,)'112(1t(1•6.76(07F,S)'IJEJJlc'f)"')"' • 12.50 1035 42.42 M,,.., • (M,,-M,) •IL.·'-.)/ (L, • L,) • GOVERNING BENDING LIMIT STATE -> llB BEAM DATA: LEFT BEAM· W12X72 RIGHT BEAM• O,• 12.25 ., '~· 597 .,. L,,• 210 ., t.\d •'" 572 ft-kips COMBINED STRESS CHECK (AISC 13th Ed. Ch. HI H.,• 0.0 ft (H /aal Is O for a roof coodilJon) ,, . 0,5 P11 • 1.2 P11 +f1 P.+ p P-+ P...,. • 44 kips t.;P11• 1184.3 •I>• P11/~P,.= 0.038 < 0.2 V.c•2I:~ttl(Hl)Ol+H.ac,)• 92 kips ~~l=Vucx ( H-.-O, )/2 = NA ft-kips Mc1111oi• V""'x( HflOI-D,) I 2 • NA f1-klps 1,2Moa_+f1"'\_L +0.2SosMo!_ +p M..cOOCM a 325 ft.kips P11ltcP11> 0.2: P.,IOcPn + (8/9) 1tM.,./~M,,• P.,l~P11<0.2: P11/2tcP11+"4u/tt,M,,• AXIAL STRENGTH CHECK PER AISC 341 8.3 NA 0.55 17.1 Cb= 2.27 ft-kips (AISC 131h Ed. Eqn. (F2-2)) (AISC 131h Ed.Seo, (F1)) ,._ M,, • 0.9 C,,x(M,,-M,,..,) <0.9 M,,• 613 ft-k,>s (AJSC 131h Ed.Eqn. (F2-2)) none o.oo n .,• ., ft-kips ~ G..,= 1.95 ·Mb r1 is probable beam momenl 91'trapolated to column Cflnterll'f/6 (Md) from SSDA beam or RBS beamspreadshoot 325 613 0.530 rt-kips <-· Muc(eodo) bl Roof Conditioo ft-kips (AJSC 131h Ed Seo. C2 1b Eqn C (AISC 13th Ed. Eqn. H1-1a) (AJSC 131h Ed, Eqn. H1-1b) SMF Column Aldal Capacity with Amplified Seismic Load for all cases (Only tr P11 / 4>, P,. >0.4 per AISC 341-05) Cv• 1.2P,.+05P1 • OoP....,,•P-• ._P,• Tv • 0.9 P,.-llo P--P..,..a ~T.,=0.9F.,.c11Ac• 66 kips 1164 kips -28 kips 1410 kips STRONG COLUMN -WEAK BEAM CHECK 66 rz ,,E -r> = SHEAR STRENGTH CHECK 92 kips V,.• 1.2 v,.+f1 v,+pV..,,,,, ♦VJ 63.8 kips 2.24(EIF,)1n:• M.-17,84 Vn=0.6F.,A..C.,= CV"'1.0 <P.= 1.0 rJ)~V,.• 232.83 kips 232.8 k_,s EM,. 51.18 V, Qhi1l< n,c-.. o Jl'J3 Cul+..P.,• 006 il.lLllhol< 0.02 !'..l.ll..fJIW¥ (2005 AISC 341 9,6) NPI Apptk;;ab!c fur r-ohmms@ Boot wrth eu-o::Q 3Pc ... z Q Gah1mo I olrrnl flange l\racn NOi Bcoui'cd (LATERAL BRACING OF COLUMN FLANGE BY SLABIBMS) (AJSC 131h Ed. Ch. G) 35 Sht#2of2 Lateral Analysis-Type 4 BLDG 36 MEMBER& EX 37 LL 38 DL 39 ::-..,,nding Moment, Mz , ,,,I Members: Max= 78.8 K-ft (M2-0) .Min = -37.3 K-ft (M2) MDL 40 ~ear Force, Vy , .. I Members: Max= 8.63 K (M3) Min= -15.6 K (M2) VOL 41 -'-xial Force, Fx ·,~II Members: Max= 0 K (M3) ilin = -17.1 K (M1-0) P DL - 42 '~ending Moment, Mz All Members: Max= 50.0 K-ft (M2-0) ..'J1in = -21.1 K-ft (M2) P LL I 43 hear Force, Vy ,-(II Members: Max= 3.86 K (M2-0) · 1;n = -9.36 K (M2) V LL 18?K->t--~---------------------------,,,-187K 44 xial Force, Fx All Members: Max= 0 K (M3) "1in = -9.36 K (M1-0) P LL 'f,f. 187K.~,P--''--------------------------~~1 B?K 45 · ,hear Force, Vy All Members: Max= 20.1 K (M1) ··'J1in = -15.2 K (M3) VE 46 ;ending Moment, Mz All Members: Max= 140 K-11 (M3) mn = -142 K-ft (M1) ME 47 .xial Force, Fx All Members: Max = 11.8 K (M 1) 1in = -19.9 K (M2) PE ------------------------------...-199K 48 49 Drift = 0.66" XCd= 3 = 1.32% Lateral Analysis Output-Type 4 BLDG 50 Untitled Project VisualAnalysis 5.10 Report Company: The Englekirk Companies Engineer: Alan Shiosaki Project File: SMF2.vap Folder: R:\20-S002 The Reserve Seismic Retrofit\Calculations\Construction Document\Visual Analysis\ Load Cases Load Case Strength Service Results Analyze? Envelope? l)Dead loads Yes Yes Yes Yes No 2)Live loads No Yes Yes Yes No 4)Seismic +X loads No Yes Yes Yes No Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. Concrete User Def Ksi Ksi K/ft"'3 in/in/deg-F 4.000 -NA- 3605.00 0.1700 29000.00 0.3000 0 .15 0. 4 9 0.000 0.000 Member Elements Member Section Material (l)Node (2)Node Length Weight Rzl Et K Ml W12X79 User Def Nl N2 12,500 0.99 Fix Ml-0 W8x40 1 User Def N3 N4 12.500 1. 51 Fix M2 Wl2X65 User Def N2 N4 18.500 1. 20 Fix M2-0 W12X72 User Def NS N6 18.500 1. 33 Fix M3 Rect2X3 Concrete N3 Nl 18.500 16.65 Fix Member Internal Forces Member Result Case Name Offset Fx Vy Mz Et K K K-Et Ml Dead loads First Order 0.00 -9.12 -4.49 24.44 Ml Dead loads First Order 1. 39 -9.01 -4.49 18.19 Ml Dead loads First Order 2.78 -8.90 -4. 49 11.95 Ml Dead loads First Order 4 .1 7 -8.79 -4. 4 9 5.71 Ml Dead loads J<'irst Order 5.56 -8.68 -4.49 -0.53 Ml Dead loads First Order 6. 94 -8.57 -4.49 -6.77 Ml Dead loads First Order 8.33 -8.46 -/j. 49 -13.0 Ml Dead loads First Order 9. 72 -8.35 -4.49 -19.2 Ml Dead loads First Order 11.11 -8.24 -4.49 -25.5 Ml Dead loads First Order 12.50 -8.13 -4.49 -31. 7 Ml Live loads First Order 0.00 -3. 64 -1.87 6.53 Ml Live loads First Order 1. 39 -3.64 -1. 87 3.93 Ml Live loads First Order 2.78 -3.64 -1. 87 1. 34 Ml Live loads First Order 4.17 -3.64 -1.8'/ -1. 26 Ml Live loads First Order 5.56 -3.64 -1. 87 -3.86 Ml Live 1oads First Order 6. 94 -3.64 -1. 87 -6.46 Ml Live loads First Order 8.33 -3.64 -1. 87 -9.06 Ml Live loads First Order 9.12 -3.64 -1. 87 -11. 6 Ml Live loads First Order 11.11 -3.64 -1. 87 -14. 2 Ml J.ive J oads First Order 12.50 -3.64 -1. 87 -16.8 Ml Seismic +X loads First Or 0.00 11.81 20.09 -141 Ml Seismic +X loads First Or 1 . 39 11. 81 20.09 -113 Ml Sejsmic +X loads First Or 2.78 11. 81 20.09 -85. 7 -1-Wed May 20 10:14:07 2020 51 Rz2 One Way Fix Normal Fix Normal Fix Normal Fix Normal Fix Normal Member Result Case Name Offset Fx Vy Mz Et K K K-Et Ml Seismic +X loads First Or 4. 1 7 11. 81 20.09 -57.7 Ml Seismic +X loads First Or 5.56 11. 81 20.09 -29.8 Ml Seismic +X loads First Or 6.94 11. 81 20.09 -1. 97 Ml Seismic +X loads First Or 8.33 11. 81 20.09 25.94 Ml Seismic +X loads First Or 9. 72 11. 81 20.09 53.85 Ml Seismic +X loads First Or 11.11 11.81 20.09 81. 7 5 Ml Seismic +X loads First Or 12.50 11. 81 20.09 109.6 Ml-0 Dead loads First Order 0.00 -17.1 4. 4 9 -18.8 Ml-0 Dead loads First Order 1. 39 -16.9 4. 49 -12.6 Ml-0 Dead loads First Order 2.78 -16.8 4. 49 -6.38 Ml-0 Dead loads First Order 4.17 -16.6 4. 4 9 -0.14 Ml-0 Dead loads First Order 5.56 -16.4 4. 49 6.10 Ml-0 Dead loads First Order 6. 94 -16.2 4. 49 12.34 Ml-0 Dead loads First Order 8.33 -16.1 4. 4 9 18.59 Ml-0 Dead loads First Order 9. 72 -15.9 4.49 24.83 Ml-0 Dead loads First Order 11.11 -15.7 4.49 31.07 Ml-0 Dead loads First Order 12.50 -15.6 4. 49 37.31 Ml-0 Live loads First Order 0. 00 -9.36 1. 87 -2.31 Ml-0 Live loads First Order 1. 39 -9.36 1. 87 0.29 Ml-0 Live loads First Order 2.78 -9.36 1. 87 2.89 Ml-0 Live loads First Order 4 .1 7 -9.36 1. 87 5.49 Ml-0 Live loads First Order 5.56 -9.36 1. 87 8.08 Ml-0 Live loads First Order 6. 94 -9.36 1. 87 10.68 Ml-0 Live loads First Order 8.33 -9.36 1. 87 13.28 Ml-0 Live loads First Order 9. 72 -9.36 1. 87 15.88 Ml-0 Live loads Yirst Order 11.11 -9.36 1. 87 18.48 Ml-0 Live loads First Order 12.50 -9.36 1. 87 21. 08 Ml-0 Seismic +X loads First Or 0.00 -11. 8 19. 91 -139 Ml-0 Seismic +X loads First Or 1. 39 -11. 8 19. 91 -112 Ml-0 Seismic +X loads First Or 2.78 -11. 8 19.91 -84.6 Ml-0 Seismic +X loads First Or 4. 1 7 -11. 8 19. 91 -57.0 Ml-0 Seismic +X loads First Or 5.56 -11. 8 19.91 -29.3 Ml-0 Seismic +X loads First Or 6.94 -11. 8 19. 91 -1.73 Ml-0 Seismic +X loads First Or 8.33 -11. 8 19.91 25.92 Ml-0 Seismic +X loads First Or 9. 72 -11. 8 19.91 53.56 Ml-0 Seismic +X loads First Or 11.11 -11.8 19.91 81. 21 Ml-0 Seismic +X loads First Or 12.50 -11. 8 19.91 108.8 M2 Dead loads First Order 0.00 -4.49 8 .13 -31.7 M2 Dead loads First Order 2.06 -4.49 7.38 -15.8 M2 Dead loads First Order 4 .11 -4.49 6.63 -1.40 M2 Dead loads l:"irst Order 6.17 -4.49 5.88 11. 45 M2 Dead loads First Order 8.22 -4.49 5.13 22.76 M2 Dead loads First Order 10.28 -4.49 4.38 32.53 M2 Dead loads First Order 1 2. 33 -4.49 3.63 40.76 M2 Dead loads First Order 14.39 -4.49 -14.1 23.83 M2 Dead loads First Order 16.44 -4.49 -14.8 -5.97 M2 Dead 1oads First Order 18.50 -4.49 -15.6 -37.3 M2 Live loads First Order 0.00 -1.87 3.64 -16.8 M2 Live loads First Order 2.06 -1.87 3. 64 -9.38 M2 Live loads First Order 4 .11 -1. 87 3. 64 -1. 90 M2 Live loads First Order 6. 1 7 -1. 87 3. 64 5.57 M2 Live loads First Order 8.22 -1. 87 3. 64 13.05 M2 Live loads First Order 10.28 -1. 87 3. 64 20.52 M2 I,jve loads First Order 12.33 -1. 87 3. 64 28.00 M2 Live loads First Order 14.39 -1. 87 -9.36 17.42 M2 Live loads J<'irst Order 16.44 -1. 87 -9.36 -1. 83 M2 Live loads First Order 18.50 -1. 87 -9.36 -21. 0 M2 Seismic +X loads First Or 0.00 -19.9 -11.8 109.6 M2 Seismjc +X loads First Or 2.06 -19.9 -11. 8 85.38 M2 Seismic +X loads First Or !l. 11 -1 9. 9 -l 1 . 8 61.10 M2 Seismic +X loads First Or 6 .1 7 -19.9 -11. 8 36.82 M2 Seismic +X loads First Or 8.22 -]9.9 -] 1. 8 12.54 M2 Seismic +X loads Fjrst Or 10.28 -] 9. 9 -11.8 -11.7 M? Seismic +X loads First Or 12.33 -l 9. 9 -11. 8 -36.0 -2-Wed May 20 10:14:07 2020 52 Member Result Case Name Offset Fx Vy Mz Et K K K-Et M2 Seismic +X loads First Or 14.39 -19.9 -11. 8 -60.3 M2 Seismic +X loads First Or 16.44 -19.9 -11. 8 -84.5 M2 Seismic +X loads First Or 18.50 -19.9 -11. 8 -108 M2-0 Dead loads First Order 0. 00 0.00 8.49 0.00 M2-0 Dead loads First Order 2.06 0.00 7. 73 16.67 M2-0 Dead loads First Order 4 .11 0.00 6. 96 31.77 M2-0 Dead loads First Order 6.17 0.00 6.20 45.30 M2-0 Dead loads First Order 8.22 0.00 5. 4 4 57.27 M2-0 Dead loads First Order 10.28 0.00 4.67 67.65 M2-0 Dead loads First Order 12.33 0.00 3. 91 76.47 M2-0 Dead loads First Order 14. 39 0.00 -13.8 60. 11 M2-0 Dead loads First Order 16.44 0.00 -14.6 30.84 M2-0 Dead loads First Order 18. 5 0 0.00 -15.3 0.00 M2-0 Live loads First Order 0. 00 0.00 3.86 0.00 M2-0 Live loads First Order 2.06 0.00 3.86 7.94 M2-0 Live loads E'irst Order 4 .11 0,00 3.86 15.89 M2-0 Live loads First Order 6.17 0.00 3.86 23.83 M2-0 Live loads First Order 8.22 0.00 3.86 31.78 M2-0 Live loads First Order 10.28 0.00 3.86 39. 72 M2-0 Live loads First Order 12.33 0.00 3.86 47.67 M2-0 Live loads First Order 14. 39 0.00 -9.14 37.56 M2-0 Live loads First Order 16.44 0.00 -9 .14 18.78 M2-0 Live loads First Order 18. 5 0 0.00 -9.14 0.00 M2-0 Seismic +X loads First Or 0. 00 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 2.06 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 4 .11 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 6.17 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 8.22 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 10.28 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 12.33 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 14. 3 9 0.00 0,00 0.00 M2-0 Seismic +X loads First Or 16.44 0.00 0.00 0.00 M2-0 Seismic +X loads First Or 18.50 0.00 0.00 0,00 M3 Dead loads First Order 0. 00 0.00 -8.02 18.86 M3 Dead loads First Order 2.06 0.00 -6,17 4.31 M3 Dead loads First Order 4 .11 0.00 -4.32 -6.48 M3 Dead loads First Order 6.17 0.00 -2.47 -13.5 M3 Dead loads First Order 8.22 0.00 -0. 62 -16.6 M3 Dead loads First Order 10.28 0.00 1. 23 -16.0 M3 Dead loads First Order 12.33 0.00 3.08 -11. 6 M3 Dead loads First Order 14. 39 0.00 4.93 -3.38 M3 Dead loads First Order 16.44 0.00 6. 78 8.64 M3 Dead loads First Order 18.50 0.00 8.63 2 4. 4 4 M3 Live loads First Order 0.00 0.00 0.23 2.31 M3 Live loads First Order 2.06 0.00 0.23 2.78 M3 Live loads First Order 4 .11 0.00 0.23 3.25 M3 Live loads First Order 6 .1 7 0.00 0.23 3. 72 M3 Live loads First Order 8.22 0.00 0. ?3 4. 19 M3 Live loads First Order 10.28 0.00 0.23 4. 66 M3 Live loads First Order 12.33 0.00 0.23 5.12 M3 Live loads l:'irst Order 14.39 0.00 0.23 5. 59 M3 Live loads First Order 16. 44 0.00 0.23 6. 06 M3 Live loads First Order 18.50 0.00 0.23 6.53 M3 Seismic +x loads First Or 0.00 0.00 -15.2 139.9 M3 Seismic +x loads First Or 2.06 0.00 -15.2 108.6 M3 Seismic +X loads Firsl Or 4 .11 0.00 -15.2 77.41 M3 Seismic +X loads First Or 6.17 0.00 -15.2 46 .14 M3 Sel sm·i c +x loads First Or B .22 0.00 -lS.2 14. 8 6 M3 Seismic +X loads First Or 10.28 0.00 -15.2 -16. IJ M3 Sd smj c +X loads First Or 12.33 0.00 -15.2 -47.6 M3 Seismic ax loads First Or 14.39 0.00 -15.2 -78.9 M3 Sei.srnjc +X J oads First Or 16.44 0.00 -15.2 -110 M3 Seismic ·IX loads Fjrst Or l 8. 50 0.00 -15.2 -141 -3-Wed May 20 10:14:07 2020 53 Member Result Case Name Member Linear Loads Offset ft Fx K Vy Mz K K-ft This item is empty. Check the selection state, or report properties. Member Point Loads Load Case Member Direction Offset Magnitude ft Dead loads M2 DY 13.0000 -17.0000 K Dead loads M2-0 DY 13.0000 -17.0000 K Live loads M2 DY 13.0000 -13.0000 K Live loads M2-0 DY 13.0000 -13.0000 K Member Results Member Result Case Name Offset ft Ml Dead loads First Order 0.00 Ml Dead loads First Order 1. 39 Ml Dead loads First Order ?.78 Ml Dead loads First Order 4 .17 Ml Dead loads First Order 5.56 Ml Dead loads First Order 6. 94 Ml Dead loads First Order 8.33 Ml Dead loads First Order 9. 72 Ml Dead loads First Order 11.11 Ml Dead loads First Order 12.50 Ml Live loads First Order 0.00 Ml Live loads First Order 1. 39 Ml Live loads First Order 2.78 Ml Live loads First Order 4.17 Ml Live loads First Order 5.56 Ml Live loads First Order 6. 94 Ml Live loads First Order 8.33 Ml Live loads First Order 9. 72 Ml Live loads First Order 11.11 Ml Live loads First Order 12.50 Ml Seismic +X loads First Or 0.00 Ml Seismic +X loads First Or l . 39 Ml Selsmic +x loads first Or ?.78 Ml Seismic ax loads Fjrst Or 4. 1 7 Ml Seismic +X loads First Or 5.56 Ml Seismic +X loads First Or 6.94 Ml Seismic +X loads First Or 8.33 Ml Seismic +X loads First Or 9.72 Ml Sejsmic +X loads First Or l J • 11 Ml Seismic +X loads First Or 12.50 MJ-0 Dead loads Flrst Order 0.00 Ml-0 Dead loads First Order 1.39 Ml-0 Dead 1oads First Order 2.78 Ml-0 Dead loads First Order /j.] 7 Ml-0 Dead loads Flrst Order ).56 Ml-0 Dead loads First Order 6. 94 Ml-0 Dead loads First Order 8.33 Ml-0 Dead .1 oads Fl ,st Order 9. 7? Ml-0 Dead loads Flrst Order 11. 11 Ml-0 Dead loads Flrst OrdeI 12. JO Ml-0 Live loads First Order 0.00 -4-Wed May 20 10:14:07 2020 54 Member Resu1t Case Name Offset ft Ml-0 Live loads First Order 1. 39 Ml-0 Live loads First Order 2.78 Ml-0 Live loads First Order 4. 1 7 Ml-0 Live loads First Order 5.56 Ml-0 Live loads First Order 6. 94 Ml-0 Live loads First Order 8.33 Ml-0 Live loads First Order 9.72 Ml-0 Live loads First Order 11.11 Ml-0 Live loads First Order 12.50 Ml-0 Seismic +X loads First Or 0.00 Ml-0 Seismic +X loads First Or 1. 39 Ml-0 Seismic +X loads First Or 2.78 Ml-0 Seismic +X loads First Or 4.17 Ml-0 Seismic +X loads First Or 5.56 Ml-0 Seismic +X loads First Or 6. 94 Ml-0 Seismic +X loads First Or 8.33 Ml-0 Seismic +X loads First Or 9. 72 Ml-0 Seismic +X loads First Or 11.11 Ml-0 Seismic +X loads First Or 12.50 M2 Dead loads First Order 0.00 M2 Dead loads First Order 2.06 M2 Dead loads First Order 4 .11 M2 Dead loads First Order 6.17 M2 Dead loads First Order 8.22 M2 Dead loads First Order 10.28 M2 Dead loads First Order 12.33 M2 Dead loads First Order 14.39 M2 Dead loads First Order 16.44 M2 Dead loads First Order 18.50 M2 Live loads First Order 0.00 M2 Live loads First Order 2.06 M2 Live loads First Order 4.11 M2 Live loads First Order 6.17 M2 Live loads First Order 8.22 M2 Live loads First Order 10.28 M2 Live loads First Order 12.33 M2 Live loads First Order 14.39 M2 Live loads First Order 16.44 M2 Live loads First Order 18.50 M2 Seismic +X loads First Or 0.00 M2 Seismic +X loads 1-'irst Or 2.06 M2 Seismic +X loads First Or 4.11 M2 Seismic +X loads F)rst Or 6. 1 7 M2 Seismic +X loads First Or 8.22 M2 Seismic +X loads First Or 10.28 M2 Seismic +X loads First Or 12.33 M2 Seismic +X loads First Or 14.39 M2 Seismic +X loads First Or 16.44 M2 Seismic +X loads First Or 18.50 M2-0 Dead loads First Order 0.00 M2-0 Dead loads First Order 2.06 M2-0 Dead loads First Order 4 .11 M2-0 Dead loads First Order 6.17 M2-0 Dead loads First Order 8.22 M2-0 Dead loads First Order 10.28 M2-0 Dead loads First Order 12.33 M2-0 Dead loads First Order 14.39 M?-0 Dead .1oads First Order 16.44 M2-0 Dead loads First Order 18.50 ... M2-0 Live loads First Order 0.00 M2-0 Live loads 1-'irsl Order 2.06 M2-0 Live loads First Order 4 . J J M2-0 Live loads First Order 6 .17 M2-0 Live loads First Order 8.22 -5-Wed May 20 10:14:07 2020 55 Member Result Case Name Offset ft M2-0 Live loads First Order 10.28 M2-0 Live loads First Order 12.33 M2-0 Live loads First Order 14.39 M2-0 Live loads First Order 16. 4 4 M2-0 Live loads First Order 18.50 M2-0 Seismic +X loads First Or 0.00 M2-0 Seismic +X loads First Or 2.06 M2-0 Seismic +X loads First Or 4 .11 M2-0 Seismic +X loads First Or 6 .1 7 M2-0 Seismic +X loads First Or 8 .22 M2-0 Seismic +X loads First Or 10.28 M2-0 Seismic +X loads First Or 12.33 M2-0 Seismic +X loads First Or 14.39 M2-0 Seismic +X loads First Or 16.44 M2-0 Seismic +X loads First Or 18.50 M3 Dead loads 1-'irst Order 0.00 M3 Dead loads First Order 2.06 M3 Dead loads First Order 4.11 M3 Dead loads First Order 6.17 M3 Dead loads First Order 8.22 M3 Dead loads First Order 10.28 M3 Dead loads First Order 12.33 M3 Dead loads First Order 14. 3 9 M3 Dead loads First Order 16. 4 4 M3 Dead loads First Order 18.50 M3 Live loads First Order 0.00 M3 Live loads First Order 2.06 M3 Live loads First Order 4. 11 M3 Live loads First Order 6 .1 7 M3 Live loads First Order 8.22 M3 Live loads 1-'irst Order 10.28 M3 Live loads First Order 12.33 M3 Live loads First Order 14.39 M3 Live loads First Order 16.44 M3 Live loads First Order 18.50 M3 Seismic +X loads First Or 0.00 M3 Seismic +X loads First Or 2.06 M3 Seismic +X loads First Or 4.11 M3 Seismic +X loads First Or 6.17 M3 Seismic +X loads First Or 8.22 M3 Seismic +X loads First Or 10.28 M3 Seismic +X loads First Or 12.33 M3 Seismic +X loads First Or 14.39 M3 Seismic +X loads First Or 16.44 M3 Seismic +x loads First Or 18.50 Member Uniform Loads Load Case Member Direction Offset End Offset Magnitude ft ft Dead loads M2 DY 0.0000 18.5000 -0.3000 K/ft Dead loads M2-0 DY 0.0000 18.5000 -0.3000 K/ft Nodal Displacements -Node Result Case Name DX DY RZ in in deg Nl Dead loads First Order 0.00 0.00 -0.00631 Nl Live loads First Order 0.00 0.00 0.01046 -6-Wed May 20 10:14:07 2020 56 Node Result Case Name Nl Seismic +X loads First N2 Dead loads First Order N2 Live loads First Order N2 Seismic +X loads First N3 Dead loads First Order N3 Live loads First Order NJ Seismic +X loads First N4 Dead loads First Order N4 Live loads First Order N4 Seismic +X loads First NS Dead loads First Order NS Live loads First Order NS Seismic +X loads First N6 Dead loads First Order N6 Live loads First Order N6 Seismic +X loads !''irst Nodal Loads Load Case Node Seismic +X loads N2 Seismic +X loads NS Nodal Reactions Node Result Case Name Nl Dead loads First Order Nl Live loads First Order Nl Seismic +X loads First N3 Dead loads First Order N3 Live loads First Order N3 Seismic +X loads First NS Dead loads First Order NS Live loads First Order NS Seismic +X loads First N6 Dead loads First Order N6 Live Joads First Order N6 Seismic +X loads First Nodal Supports Node Fix DX Fix DY Fix RZ Nl Yes Yes No N3 Yes Yes No NS Yes Yes No N6 Yes Yes No Or Or Or Or Or Or Or Or Or Or DX DY RZ in in deg 0.00 0.00 -0.09738 -0.02 -0.00 -0.02592 -0.02 -0.00 -0.01726 0.66 0.00 -0.18294 0.00 0.00 0.01010 0.00 0.00 -0.00759 0.00 0.00 -0.09421 -0.03 -0.00 0.06035 -0.02 -0.00 0.04354 0.65 -0.00 -0.17895 0.00 0.00 -0.17199 0.00 0.00 -0.09577 0.00 0.00 0.00000 0.00 0.00 0 .21113 0.00 0.00 0.12570 0.00 0.00 0.00000 Direction Magnitude DX 40.0000 K DX 55.0000 K FX FY MZ K K K-ft 4.49 17. 74 -NA- 1. 87 3. 86 -NA- -20.0 -27.0 -NA- -4.49 25.16 -NA- -1. 87 9.14 -NA- -19.9 27.03 -NA- 0.00 8. 4 9 -NA- 0.00 3. 86 -NA- -55.0 0.00 -NA- 0.00 15.39 -NA- 0.00 g. 14 -NA- 0.00 0.00 -NA- -7-Wed May 20 10:14:07 2020 57 Lateral Design-Type 4 BLDG 58 THE ENGLEKIRK COMPANIES I SPECIAL MOMENT FRAME(SMF) -BEAM TO COLUMN CONNECTION REDUCED BEAM SECTION (RBS) • 2005 AISC Seismic Provisions PROJECT: ~----STEEL STANDARDS Job# Date Initials Sheet # '" Frame ID: SMRF-B IW12X65 BEAM w/ W12X79 COLUMN AtsC 351-45: Pf'9quallfled Connection• tor Special and lntarmadlate SlHI Moment Frames to, S.lsmk Appllc■tlon BEAM AND COLUMN GEOMETRIC PROPERTIES: COlUMN SIZE • W12X79 Fe• 55.6 ksi SEAM SIZE· W12X65 .... 55.6 •• •~· 65 koi WELDS· ,_. 70 ·~ SPAN INFORMATION: L .. (centerline to centet1in& of columns)• ~ (face ol oolvmo to face of column)"' L' (centerline 10 centerline of rt>s cuts)• SPAN-TO-DEPTH RATIO- BEAM SECTION OBJECTIVE: BEAM MOMENT SlRENGTI-1 • BEAM WEB STABILITY· L•/~• M,•R,Z,F, • h I~• a.• 12.38 .... 0.47 k• 1.44 d,• 12.12 ..... 0.39 k • 1.31 276.0 2636 241.1 21.8 2-4.3 1A1sc 341.05: Seismic Provisions for Structuql StN I Btdg1, Including Suppfement No.1 IA,ISC 13th Ed.: Specification for Structural StHI BulkUngs In ... 12.08 In In ... 0.74 In " In ... 12.00 In In ,.. 061 In In ... 191 1n' "Maximum Column SIU • Wll a unllm"-d "Maximum Cotumn Flange Thlckn .. • • unllmNacr •Maximum Glrd•r Size • W36d00 "MH.tmum Beam Fl•nge ThlcknHs • 1 31,t• In In " 111W 493 ft~lpa 58 0 111W v,• 20 ... 1.06 In z •• 97 1n' Wt• s •• 88 In' ,,.. 3.02 l:2005 A/SC 358 Sec. 5.3, 1 a rod 5.3.2) (2005 AISC 358 • 5 3 1 • 58 SMF: 7 or ;realer) 65 BEAM FLANGE STABILITY· bt,,..= 2x(R ·C )+ bt,-2 x( R1 ·(bl3)1)W• 9.95 in (2005 AISC 341 Table 1-8-1} (2005 AJSC 358 • 5.3. 1) (2005 AISC 341 T•ble 1-8,.1) ADDITIONAL DRIFT DUE TO RBS • LATERAL BEAM BRACING (Cooccttt Deck Braced Toe Flanat) MAX.. BEAM UNBRACED LENGTH· 2% FLANGE FORCE (STRENGnt) • 2% FLANGE FORCE (STIFFNESS}· PIHtlc Hinge Zone Br•clng requlr.ct for Flexlbl• dl•phrama: A.•bt.,f2t.• 8.22 1+0.t(c/c_)= lt,(N+(k..lllllUGEI • 36.0 ho· 11,5 In Lot-.i -0.066r-,o El F.,. • LN..,.la1,76'(E/F ,)112•r, II,,• 1/H10M,C,'l.J,.) • A..,..,. JI.. (LY(cos'e E) = 6% FLANGE FORCE @Pl8&tic Hmge (STRENGTH)· PM •0.06M~ C, I Cpoh.," 6% FLANGE FORCE @RBS (STIFFNESS)· ~-= 1/~ (10M.CJC.'-<,h,,) = A,,, 1,.., = II,, (LY(cos'o E) = 0.3 (El F-,e)m • 6 85 NG· 80Yl$9 BBS Cut 6% (Input Into lho RAM Slf\lCtur•I) (2005 AJSC 358 • 5.8) In (Angle Brace Olagonal Length) (NOTE: Br•c• Capacity AH umH 10•-0• llfax Length) C11 •t.0 ♦ • 0.7!5 11.30 10.12 11.30 10 56 0.08 23 42 0.06 Provide Di&90nal Angie Ekacet (2005 AISC 341 9.8) Ult 2 Bracaa Jyp)cfl Lot@'II B@cl09 PlilO PttaU •> Qkay (AJSC 13th Ed. Appendix 6, A-8-7) kipo 19.9 Ud&1L2 TYP Dete1I Okay (2005 AISC 341 9.8) (NOTE: Brae• Capacity AHU"'9t 10•-0• Max b nr,th) kipl1n kips kip/in 1n' 3.75 StlftnAH ,, OK Provide lator•I lm1cing elemont lor ul■l load ond verity dfaphro9m load tran•tor Verify lateral brv.clng elomcnl 5tiffneu (AJSC 13th Ed. -'Ppondo< 8, A-8-8) (2005AISC 3-41 Example page •·SB) (2005 AJSC 341 9.6) (AISC 13"' Ed. -6, A-8-8) 12005 AlSC 341 Ex.atnpe page4-S8) (Not• Ptestic Hn,go btec1ng dOO!<o 1'01 notKI tu ''° provldod ,, boam M.lj)pottl, 8 COf'IUt>W !<,II\.IClun:.I ~,ti) that Is cor,nf)(',l(liJ l,)8tw8Ufl lhC ptOtCN:ted 7{)01')5 w~h wttlded $h~l)f OOflfM)(;.lors sp,ol:011 @ 1✓ tn O (' nl,$). J 59 THE ENGLEKIRK COMPANIES I SPECIAL MOMENT FRAME(SMF) -BEAM TO COLUMN CONNECTION REDUCED BEAM SECTION (RBS) -2005 AISC Seismic Provisions REDUCED BEAM SECTION GEOMETRY: R-• 1.1 F,.•R.,oxF•• 61 ,. Vva• 1.2V• • f1V•• 5.1 kips (Gravity loads on Girder) min """' l!I ■ ( 0.5 lo 0.75) X bi.,• 6.00 In 10 900 In b • ( 0 65 to0.85 ).ic Di.• 7.88 In 10 10.30 In c• (0.1 to0.25)xbbl• 1.2 In to 3 In S,,•a+b/2• 11.25 In R • ( Radius of the cut)• ( 4c2 ♦ b2 )/ 8c • Z...• Z. • 2c ~(~•lot)• (platisc modulus al plebe hinge) S..,= S,-2c lo ( 0,-t.f I O,= c;,. • (F,•F11)1(2F,) <-1.2 M, • C,,. x Ry x ¼ • F,,_, • {max proba~ moment at plastic hinge} v_ • 2 x M,..I L' • v"'i • (e,cpected ahear force at plastic hinge) ~ • M,.,. + v,,,. xS., • (transfd moment at column face due to plastlc hmgti) Md= M,.. + v_ x (St,+ OJ2.) = (transrd moment at coh;mn Cline duo to plastic hinge) M,._ • z. xR, x F, • (plastic moment al col lace based on a,q>ected yield stress) M.<+.i M,.= 442 493 ~ • 1.0 (2005 AISC 358 Sec.2.4.1) DIC,.. 090 BEAM CODE STRENGTH CHECK: So,• p= 1.30 f, • 0.50 MOMENT AT RBS CENTERLINE -M,. • .... SHEAR CHECK - ♦M.v.,.•0.94,t.:itF10• M...,.,. • 1 2 M., + 1.6 M1 • M...,..• 1.2 M. + f1 Mt t pMe, t M.,.• ♦V., •¢)IC (d11 -6•-)xt...t, x(0.6 F~),. v .. ., 2 xMll'I L'lftlSI + v'J/fl • BEAM SIZE- .. 6.3 b• 10.00 c• 1.75 8.02 In 72 1n' 65 In' 1.09 400 ft-kips ◄5 kips ◄42 ft-kips 465 ft-kips 493 ft-kips ~ 2000 h-klps 11 ft-kips 111 ft~dps It-kips 302 ft-kips 42 rt-kips 144 ft-kips 80 kips 45 kips W12X65 In Cuts OK In Cuts. OK In Cuts OK (2005 AJSC 358 Fig. 5.1 I Job# Date Initials Sheet # <==> (2005 AJSC 358 Eqn (5.8-<) I (2005 AJSC 358 Eqn. (2.4.3)) (2005 AJSC 358 Eqn. 5,8-5) (2005 AJSC 358 Eqn. 5.8-6) •u .. Typlcal RBS Beam Cut• 12005 AISC 358 • 5.8) • M"' uffd fol Freme Column Oesifln (al column oont&r line) (2005 AISC 358 Eqn. 5.8-7) (2005 AJSC 358 Eqn. 5.8-7) (Servic1il Gravity Ol Moment) (Service Gravity LL Moment) (Code Momeni lrom Computer Analysls) (Co<le Momeni due lo vertical acceleration) ........ llW DIC• 0477 (A$sornet J• maximum flange copes) ♦V, llW DIC• o 565 Note: CJP Weld strength Is not checked because it will be equal or greater than the base material slrength CONTINUITY PLATE CHECK: COLUMN FLANGE STIFFENER CHECK · ~-• 0.4 IC I 1.8xb-,x1-fx ( R..o F.,a )/( Ry. FIi') )1 "'• t..c.-•t>.16• 1.45 2.00 In. In SttllCO"O B!'Olli!Cd SWOO"Ci Bt:AIIHUSI (2005 AJSC 358 Eqn (2.4.4-1) & (2.4.4-2)} tf Contintllty Platea are required thtl minimum plate thlekness is: 0 SO In (2005 AISC 358 2.4.48) (Note: The above equations do not apply fOf' the top flange of lhe beam at roof oonct!tioo, per 2005 Prequalifled Conn. Commentary C2.4.4. In this condition, 8 (Note lnclic.itc Cont11W11Y Plates on SMf' Elcvs1t00s ii rcquned) cap pl81e Is pmvid9d to make II direct force tr11nsfer lrom beam flange to column web. See our typlc81 detail.) CONTINUITY PLATE TO COLUMN WEB WELD CHECK· Part181..Jolnl-Panetratton R.,= min(CD0.6FA., CD0.6F.A,,)= 57 6 kips <:.;.;.::;Governs (2005 AISC 358 2.(.4b) min(Cl>FAi, CJ>F.A.)• 73.4 kips (Neta l')'r,.cnl 0C'l~il mu-. ool 60% PJP. f('\fi'W, tf 11-f)l'O.'\dM\f)('t indicatM rT'IOftl) <l>M,J(d,,·'-)• 256.9 kips R.."' 1104 kips Effective Throat Thickness'" USS CJP 60 THE ENGLEKIRK COMPANIES I SPECIAL MOMENT FRAME(SMF) -BEAM TO COLUMN CONNECTION REDUCED BEAM SECTION (RBS) -2005 AISC Seismic Provisions COLUMN DOUBLER PLATE CHECK: COLUMN INFORMATION. W12X79 Col ( • 0 f0< eldorior COiumn • a: 1 for interior column ) • Col Height Top ft • Col Height Bo"om ft - H ( average stOI')' height, (H.a., + H....i Y 2 "' COLUMN SIZE • W12X79 BEAM SIZE LEFT -W,2)(65 , .. R,,• 55.6 ,., ◄65 198 BEAM SIZE RIGHT -<-( Defaults to "None• If Col• O, Uses Semo Bo9m Size if Col'" 1) WELDS - O,,• ... 00 IBI ER Pl AIF 0FIFBMINAII0N 70 In. in . Mei,• Mi.,• P1p1 • MIJ/(d11-t.,)• Wfth Panel Zooe SHEAR check ('"This µon., i:ol'-vlolcd 1t1 "QNumn" shm?I and lt •~ linked lo here'') IS the effect of panel zone delorme:tion on frame stabllhy considered In the 8Mlysis? (AISC 13th Ed. Sec.J 1 O.tl) y., P,<•0.4 Pc P,>0 . .t P, Pr<-•0.75Pc Pr>0.75Pc R,,,•0.6F,d.:t.,• R,,. • 0.6 F, dct...(1.4 • P,IP,) • R,,, • 0.6 F, de t._(1•1.5bc11,.,,2/dt,dct..) • R,,, • 0.6 F~ de t._ (1 ♦ 1.Sbct t,,lld1At..)(1.9-1.2P/Pd • (V,)• R,,• l:P., • P.,1 + P•,• tM.,•M.,J+Mc1,• R.•EP•·(IMc1IH)• 220.9 206 ◄65 206 kips kips fHtips kips Panel ZoDA Shear Caoacity 194.0 kips 260.2 kips 220.9 kips 404.2 kips <---Governs Rn R, No Dcwblor Plato Bomumd Use¢>:o:1.0 l,op{total)• ._ ..... lo,• ft-kips fl-kips 0 ft-kips 0 ft-kips llW 206 kips 12.5 &.25 Job# Date Initials Sheet# < • -( Defaults to "t)•ftxM1:1., andM(, lfCol • 0, and Uses Same &am Sile if Cot-1) 0 kips >» Goin "Columo· Sneet 220.9 kips (AISC 13th Ed. Eq.J10-9} (AISC 13th Ed. Eq.J10-10) (AISC 13th Ed. Eq.J10-11) (AISC 13th Ed. Eq.J10.12) (Use 112" Minimum & 718" Maximum Plates) I (min)> (d, ♦ Wi) 190 • ((dt,-2 x &..) ♦(de· 2 X !ta)) 190 • ....... . 0.50 0.97 0000 0.00 "'· " kl . ()t,;ay Mio Thk So1tsliM (AISC 13th Ed. Ch. G) O!C•~~•OOO 000 In \NotCt II IO!;J,l \hkl-\llf'MOI double! 111n1e UCH{IS 3/4", sprt l40d put lhmn .. , two Sides) DAUB! EB Pl AIF SIBFNGD:t AND IOP/RQUAM WEI D CHECK Is continuity plate provided? ... Hortz.ontal Weld Shear V~• fvff.i • A.,• (dc•2k-2"1.5-2"0.25)"'-• Horizontal Wo)d Shoar Sross rh• V,IA..,• Horizontal F1Hot Weld Required oo Top/Bot of Dooblor Plato V,/1.392/(~•2k~2"1.5--2"0.25) • o.o 30 0.0 00 0, 25IJI .. Note: Verlical weld strength ts not checked slnet, a CJP w&ld ls pmvkSed to develop the available strength of the full doublor plttte th,cknes.s kips in2 ·~ /16"' PJP 61 Pl!,t --,, (M,h : ' P,.,, .... 42 M,• 30 pMDI• 128.7 ME-.• 0.2 S • M,,..1• 1.2W 198.1 (2005 AISC 341 9.3b and tyJMcal detall - --Vw THE ENGLEKIRK COMPANIES Cm1~u'/Jtlq Slfllrltt!DI Er113,nt (•IS. Inc I SPECIAL MOMENT FRAME (SMF) -COLUMN DESIGN 2005 AlSC Seismic Provisions PROJECT: STEEL STANDARDS Frame ID: ! SMRF-B IW12X65 Design COLUMN DATA: W12X79 F,. • 55.6 !QR CQL!,.!MN DATA: none F,.• 55.6 Height Bottom COLUMN DATA: none F,.• 55.6 Height 18 BOTTOM BEAM DATA: LEFT BEAM · none D,• 0.00 in Im• In' .... 276 In CQLUMN LOADS: COLUMN AXIAL CAPACITY: P,• Pv =F'!'CxA.:"' P11 /0.9P, .. K'• K,," = 1.00 1 00 75 1289 0.065 kips klpt H,,.• So.. 0.665 Fort:: ( 0.658")./) F'!'C"' F.,..•(0.877(),_/)F,c:• BEAM w/ W12X79 .. , ·~ ft ksi ft 12.50 1.00 .,.. 12.08 ... 0.74 d,• 12.38 .... 0.47 ... 0.00 ... 0.00 D,• 0.00 .... 0.00 .,.. 0.00 ... 0.00 D,• 0.00 .... 0.00 RtGHT BEAM• D,• I,,,= .... (AISC 131h ED.) 28.1 49.2 <·-Governs 45.64 ksi NA ksi COLUMN In A• In z.= In Soe= In ,.-". In A= in Z.. • In s.• In I,.• in A• in Z..• In s.- in , .. none 0.00 In In' In p • 1.30 I• 1.00 t..P.,•0.9F:,XAc " 62 232 in' 119 1n' 107 In' 662 In' 216 In' 0.0 1n' 0 m' In' ,,. 0.0 lo' 1n• In' In' Job# Date Initials Sheet# rtc= J• c.- , .. ,,. . x, - X/10'= , .. '"" X,• X2•1cf• 534 in 3.05 in 4 .,. 7330 1n' 0.00 in 0.00 In ksl (1/k.$1)2 0.00 " 0.00 in ksi t111<s1f Column Base Fbdty = Fixed o...., Ga• #OIV/01 P,. • 25 kips P..,,= 27 kl)S P,• 10 kips P....., • 5 kips 953 kips Sht# 1 of2 THE ENGLEKIRK COMPANIES COLUMN BENDING CAPACITY: M,,=F~•Z.,• M,.• 0.7 1tF1 xS..::• FLANGE LOCAL BUCKLING (AISC 13th Ed. 8.4 & C-85, SPSSB p,11) (T&ble84.1) WEB LOCAL BUCKLING (AISC 13th Ed. 84 & C-85, SPSSB p.11) 551 347 I ).=b111:l21-; = A.p •0.3 (Elf 'IC) ,n • ~• 141 /(fye• 10)1/'l• l • h,it..-(D, • 2 '-I it..= A.p • P,./0.9 Py> 0.125: P,.10.9 Py< 0.125: 0.00 <••* SEtSMICAl.l Y COMPACT 6.85 Table t-8•1 20.89 0,0 1911 Fy11'l ( 2.33 • P,.l~P.) > 253/ Fy"' 5351 Fl'2 ( 1.0· 1.54 P,.,,P,) ft-kips Job# Date Initials Sheet# 0.00 <-· SEISMICAUY COMPACT IF ~>2.0ANOPul0.9:Py<0.125: 70,58 (2005 AISC 341 Table 1-8-1) LATERAL TORStONAL BUCKLING J..Mp0 ).,. = 9101 F~111[1...(0.74 PJ0.9 Py)): M,,,... (M,,· M.1 ,(),• l.,)/ (>,. l.,) • lti"'Hc= L, • 1 76 r"' (El Fy,,:)112 • 123.90 o.o ft-kips < INELASTIC LATERAL TORSIONAL BUCKLING (AISC 13th Ed. Eqn. (F2-5)) (AISC 13th Ed. F2) L, • U5((1,.C,.)"'ISJll1EJ0_7/F~Jc/S;h.)v.r(1•(1•6.76(0.7F,8,,hJEIJlcf}111)v.r • 12.50 10.22 36.55 M,,,.. • (M,, ·M,) x(L, • l,,)/(l.-L,1 • GOVERNING BENDING LIMIT STATE --> BEAM DATA: LEFT BEAM➔ W12X65 D,• 12.12 " I~= 533 In' .... 276 In t.\,d • • 465 ft-kips LlB RIGHT BEAM- D,• COMBINED STRESS CHECK IAISC 13th Ed. Ch. Hl H.,.• 0.0 ft (H 11¥1 is o for B roof condition) r, = 0.5 P,., • 1.2 P,. •f1 P,• p P-+ P,_ • 75 kips .. P.• 953.1 kips P.,1,P11• 0.079 < 02 V.,,._•2EM.al(Hbo1+HIOII)• 74 kips t.\t,,11t1"" VK x( Hie.· Ott)/ 2 "" NA fl-kips t..\1111'1tl• V.,,. x( Ht,ot • D•)/ 2 • NA ft-kips 1 2Mo&_+f1',\_L♦Q.2SosMc,..+p M..ccoe111 • 231 ft-kips P.,l~P,.>0.2: P .. l+cP,.+(819)xM.,./~M,.• P,.l+cP,.<0.2: P,./2 ~P,.+M.,lt'bM,,• AXIAL STRENGTH CHECK PER AISC 341 8.3 NA 0.51 17.7 Ci,= 2.27 ft-~s (AISC 13th Ed. Eqn. (F2-2)) (AISC 13th Ed.Sec. (F1)) '-M,, • 0.9 C,. x(M,,· M,,,..) <0.9 M,, • 496 ft-kips (AJSC 13th Ed.Eqn. (F2·2)) none 0.00 Fl In' ., ft-kips UlLl2Jw< G,.= ?.29 ·MO d I& probabffl bHm mome11t e}(tfapolated to column centerline (Md) from SSDA beam or RBS beamsproadshoet 231 496 0466 fl-kips <-· Muc{eodo) ol Roof Cottd11Jon ft-kips (AJSC 13th Ed Sec C2 1b Eqn. C (NSC 13th Ed, Eqn, H1-1a) (AJSC 13th Ed. Eqn. H1·1b} SMF Column Axial Capacity with Amplified Seismic Load for all cases (Only If P,./ q:,, P,. >0.4 per AISC 341-05) Oo = Cu• 1.2 P,.+ 0.5 P,+ floP-+P_ ... 121 kips Cu/'A,P,..-0.13 .:...1.lLJlllll ~P,.• 953 kips Tu• 0.9 Pdl· (loP-,,-P._.• ~ kips TultJ Tri• 0.05 ~ ~ Tn=0.9F.-cxA.e= 1160 . .,. STRONG COLUMN -WEAK BEAM CHECK (2005 AISC 341 9.6) 121 kips r.=P,/A,• 5.22 rz ,lf -t> = NOi A.onhcahlc tnr mhuuos@ Bunt Yiit!J ew:::Q ]Pc ,2 a Cohrmo I alernl EhOAc Draw NOi BeA11iccd (LATERAL BRACING OF COLUMN FLANGE BY SLAB/BMS) SHEAR STRENGTH CHECK (AISC 13th Ed. Ch. G) Vu.,Vc .. })..tJH=-74 kips <•n• Governs V,.=1.2V,-+f1V,+pV.,,..,•Vwv• 31.7 kips M..-= 26.34 2.24(EIF,)1"• 51.18 Vn=0.6F~C~= 194.0 kips Cv::1.0 <1>.,= 1.0 r:l>.,V,.• 193 95 kips v. 'J/C·. o 364 63 Sht#2of 2 Foundation Design-Type 3& 4 BLDG 64 Foundation Type 3 Left Support Right Support D L E SDS MaxDN Uplift L B h Wftg W-GB Total S.W. Allowable DN Load DCR Check Uplift DCR Footing Diemsnion is Adequate Grade Beam M max= 206 k-ft 24.9 18 9.14 3.86 37.2 37.2 0.74 0.74 71.2 58.3 -14.7 -20.2 8 8 8 8 1.25 1.25 12 12 16.2 16.2 28.2 28.2 0.56 0.46 0.58 0.80 As = 206*1.3x 12/(0.9 x 60ksi x 20") = 3.17 in2 --> 4#9 t&b V max= 21 k By Inspection 36" Wide x 24" Deep is OK Foundation Type 4 Left Suppa Right Support D 24.9 18 L 9.14 3.86 E 27 27 SDS 0.74 0.74 MaxDN 61.7 48.8 Uplift -5.2 -10.7 L 8 8 B 8 8 h 1.25 1.25 Wftg 12 12 16.2 16.2 Total S.W. 28.2 28.2 0.48 0.38 0.21 0.42 Footing Diemsnion is Adequate 65 Even iwth 9.2% increase, Moment Frame Design and Foundation didn't change as it was already designed for higher forces 2262 Avenida Magnifica, Carlsbad, CA 92008 I~ llvde longitude· B.175S037 -117.31952~8 - Date Design Code Reference Document Risk Category Site Class Type Value s, 1.007 S1 0.368 S,,1 1.105 Sv· nu I -See Sectio I S:,s 0·§ 0.805 SJ1 nu I -See Se<:tior 11 . .t.8 Type Value SDC nu I -See Sectior 11.~.s F., LJl9L_ 1.2 F nu'I -See Sectior 11.4.8 PGA 0441 FP<;A 1 '59 PGAi.1 o.;11 T. s Ss~T 1.007 SsuH 1.i 18 SsD 15 S1RT 0.368 S1UH D.4~ 51D 0.6 PGAd 0.5 c.~:i 0.901 e,, 0.911 Description 2,17 I 2'J20, 3:06:05 PM ASCE7-16 II D -St 'f Soi MCE, grcJrd mo1ior. (for 0.2 seccnc period) MCE, groJro motior. (!or 1.0s pe-·odJ Site-rrod·,·eo spectral acce eratior va ue s·:e-rrod,''ee spectral acce eratior va ue Numer'c seismic aes,gn va,ue at 0.2 second SA Numer c seisr, c oes gn va ue at 1.:l seccsc SA Description Se sm·c deS:gn category Si:e an·p ificaf on 'actor at 0.2 second Si:e arl"p ificat on factor at 1.0 second MCE,:; peak gro~ro acceleratior Si:e a!l"p ification factor at PGA s·:e mocffied 0tak ground acce erat on Long-per'od transitior pe-·od in seconds Probabi s:ic risk-targe1eo grocnd mofon. ,;,J.2 secc0 0) Factored Jrifor,n-hai:ard {2% probab'li'!y of exceedance in 50 years) spectral acceleraiio~ Factored dete!T'1·n:s1ic a,u'eration va·ue [O 2 se<ond) Probabilistic risk-targe:ed ground motion. i:1.0 second) Faaored Jri'orfl'-harard (2~, p·ooab ·1,y of e):ceeoasce i1 50 years,1 spect·a acceleratior Factorec deterrnin stic acceleration va ue (1.0 second) Fac1oreo ce1elT'1:n stic acce'eration va•ue (Pea~ Ground Acee era:ion) Mapped valJe of the risHoefficiert at srort perioos Mapped valJe ofthe ris«oefficiert at a pe<od of 1 s 2 RECEIVED AUG O 4 2020 CITY OF CARLSBAD BUILDING 01 ✓ISION BLDG Type 3 sos R Cs Weights 0 7Jl g 0.805 3.5 0.211 Roof Roofing Plywood Framing GypBD MISC Walls Total Total 3rd Floor@Units 1.5" LW C Plywood Framing GypBD MISC Walls Total Total 2nd Floor@Parking 1.5"LWC Plywood Framing Plaster MISC Walls Total Total 7 2.5 3 2.56 3 8 26.06 28 14.375 2.5 3 2.56 3 16 41.435 42 14.375 2.5 3 12 3 10 44.875 45 4 Trib Trib Trib 158.7 158.7 158.7 15 18 18 2380.5 66654 lbs 2856.6 119977 lbs 2856.6 128547 lbs Total Mass Vbase 75% Vbase 315178 lbs ~lbs 72490 ~lbs 54368 r -• ...---,~~-,,----~,·--------/ ' 55 kips is used in. ' ~ /./ r'~ original design ) \-_.>-.._ -"·-\___..,''-)...._) ...... ,.,.>--' BLDG Type4 5 Base Shear For Type 3 BLDG p 1.3 7 164t001bs l L 108 ft 70678 Vbase 45165 lbs 49332 --..,-., .._ , -,,~,,. 75% Vbase ""'""" ............ _.36999 /" 40 kips is used in ..._ P ~-· r original design -., Design Shear l""lj 4"4"'0 .. 36IP'Tllb_._s,..,j 48100 ';~:e s:::, ;:;~ype / 3BLDG ME W12X72 55K=-~--J------------------~i.iz:.:.:... ____________________ l Rect2X3 7 . MEMBER& EX \V12X65 Ract2X3 37 N X j PROJECT JOB NO PARTICIPANTS S"TRUC"TURAL OBSERVER CONSTRUCTION STAGE Rebar Placements Epoxy Dowels cc: EPI File Structural Observation Report The Reserve at DATE OF Carlsbad OBSERVATION 20-S002 DATE OF RPT REPORT NO. Jeff Noffsinger Mohamed Hassan Mohamed Hassan OBSERVATIONS/ DEFICIENCIES NOTED Building 19, and 20 Foundation rebars placement Moment frame column/ beam connection Column base plate No deficiencies obser ved 4/05/2021 4/05/2021 2 ENGLEKIRK PARTNERS Los A11gelcs Orange Co11111y I !0110/11/u 3621 Harbor Blvd. Suite 125 Consulting Struct11ra! Fnginl:'Crs, Inc. Santa Ana, CA 92704-6924 714.557.8551 714.557.5530 * ~~ "7 ; 'Cl 'f ~ t l }} ·~ .... 'n ?1 ~ " !;'Ii •• .. -} I ·t :t I ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Date:o Ii 3 \ 2.b2.0 Business Name:_The.¼@;;Q rJL_e__s:,:..,f Chr~bc...Q. Street Address: d.ti~di A~eh,&e:u ~jV\L~•C..c::\,, ,Cchrlsba<Q 04 Email Address:__±w 1\ un{ <2.:1)&:.coo C <fYh PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS). Check all below that are present at your facility: o Acid Cleaning o Assembly o Automotive Repair o Battery Manufacturing o Biofuel Manufacturing o Biotech Laboratory o Bulk Chemical Storage o Car Wash o Chemical Manufacturing o Chemical Purification o Dental Offices • Dental Schools • Dental Clinics o Dry Cleaning o Electrical Component Manufacturing o Fertilizer Manufacturing o Film/X-ray Processing o Food Processing o Glass Manufacturing o Industrial Laundry o Ink Manufacturing o Laboratory o Machining/Milling o Membrane manufacturing (i.e. water filter membranes) o Metal Casting/Forming o Metal Fabrication o Metal Finishing • Electroplating • Electroless Plating • Anodizing • Coating (i.e. phosphating) • Chemical Etching/Milling • Printed Circuit Board Manufacturing o Metal Powders Forming o Nutritional Supplement/Vitamin Manufacturing o Painting/Finishing o Paint Manufacturing o Personal Care Products Manufacturing o Pesticide Manufacturing/ Packaging o Pharmaceutical Manufacturing (including precursors) o Porcelain Enameling o Power Generation o Print Shop o Research and Development o Rubber Manufacturing o Semiconductor Manufacturing o Soap/Detergent Manufacturing o Waste Treatment/Storage New Business? Yes0No0 SIC Code(s) if known: ______ Date operation began/will begin: _______ _ Tenant Improvement? Yes0Nc{] If yes, briefly describe improvement: __________________ _ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): ___________ _ Estimated volume of industrial wastewater to be discharged (gal/ day): ___________________ _ List hazardous wastes generated (type/volume): ___________________________ _ Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes0Date: _____ No0 Page 1 of 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they only discharge sanitary wastewater with no pollutants exceeding any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. o Automobile Detailers o Hotels/Motels (no laundry) o Barber/Beauty Shops o Laundromats o Business/Sales Offices o Libraries o Cleaning Services o Medical Offices (no x-ray developing) o Carpet/Upholstery o Mortuaries o Childcare Facilities o Museums o Churches o Nail Salons o Community Centers o Nursing Homes o Consulting Services o Office Buildings (no process flow) o Contractors o Optical Services o Counseling Services o Pest Control Services (no pesticide repackaging for sale) o Educational Services (no auto repair/film developing) o Pet Boarding/Grooming Facilities o Financial Institutions/Services o Postal Services (no car wash/auto repair) o Fitness Centers o Public Storage Facilities o Gas Stations (no car wash/auto repair) o Restaurants/Bars o Grocery Stores (no film developing) o Retail/Wholesale Stores (no auto repair/film developing) o Residential based Businesses o Theaters (Movie/Live) CERTIFICATION STATEMENT I certify that the information above is true and correct to the best of my knowledge. Print Name: [e(f(f /J ,( c.&x: DATE:5(1:i/ww Facility Contact: 7e:('(i LJ L \0o;x::; ENCINA WASTEWATER AUTHORITY 6200 AVENIDA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852 Sou rceCo nt ro l@enci n a i pa. com Page 2 of 2 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY RECORD ID# __________________ I PLAN CHECK# _________________ ] BP DATE Zip Code APN# 9UD8 Zip Code 9-.. 'i3 Plan File# ~IC \€CC e following questions represent the facility's activities, NOT the specific project description. PART I: FIRE EPARTMENT-HAZARDOUS MATERIALS DIVI ION: OCCUPANCY CLASSIFICATI N: not ired for ro·e within I .Q!!mgl: Indicate by circling the item, whether your business wi I use, process, or store any o the following hazardous materials. If any o applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 14. Other Health Hazards 2. Compressed Gases 6. Oxidizers 10. Cryogenics 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 HEAL TH -HAZARDOUS MATERIALS DIVISION {HMDl: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Over1and Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building pennit. Expected Date of Occupancy: FEES ARE REQUIRED Project Completion Date: (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO D ■ D 1111 D ■ D D D D D I • • • 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 faciljty storage capacity equal to or realer than 1,320 allons? California's Abo round Petroleum Stora e Ad . Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART 111: SAN DIEGO COUNTY AIR P LL TION CONTROL DISTRICT APCD: Any YES• answer requires a stamp from APCD 10124 Old Grove Road, San Diego, A 92131 apcdcomp@sdcounty.ca.gov (858) 586-2650). [*No stamp required if 01 Yes fil)g Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except -those with more than one building• on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. rExcludes garages & small outbuildings.) 1. 2. 3. 4. 5. 6. YES NO l!!I D ■ D R D D • Will the project disturb 160 square feet or more of existing building materials? Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been perfonned by a Certified Asbestos Consultant or Site Surveillance Technician? D D (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. ■ Will the project or associated construction equipment emit air contaminants? See the reverse side of this fonn or APCD factsheet (www.sdapcd.org/info/facts/permits.pd0 for typical equipment requiring an APCD pennit. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda .1!..;~i<.I..l~.!.l:~~µ~~....Ll~~~.!l.!.~~~+..-.:1.L.l.!~.U.:· !..!:=J~....::::pr:::.oj.l.~°s~t: f!L~ls.....~:::ll.!~1_:_t_-.:.ll.::::u.::<-k~~~r,,,4 05 I 13 t 2.0""U:J 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* APCO COUNTY-HMO APCD COUNTY-HMO APCD "A stamp in this box~ exempts busmesses from completing or updating a Hazardous Matenals Busmess Plan. Other perrrnttIng requirements may still apply. HM-9171 (08/15) County of San Diego -DEH -Hazardous Materials Division {_ City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. 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. 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 _. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. .4 Details on CAP ordinance requirements are available on the city's website . .4 A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No.: ---rL D 1... r, { r 11 u1:e x.:eyc,1 e "~ var: sb~ot Property Address/APN: 11 -~ , , f1 ,;l;l lo d. 1::11Jeo, f:11 ,..,. Na5 n , r-, c. c ... BP No.: Applicant Name/Co.: leer t-U) \ \cmp rJ)e.qrv n ApplicantAddress l.D'dd-;}. \.i),\c;,~; r-e.. e,~0& ,Ste.4.oo, &,:-,Aqyle<s CA qoo<fB Contact Phone: q--l_C,, 337. ~OD'2-ContactEma,1: l'\ui\wP¥,~"T)ec.ron CD~ Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature: 2 < -=? d!,h £ ¥;-r Date: S: I • 3 I t--D· 7...o 8-50 Page 1 of 6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $ ______ _ Co,i811uctiollfWe . D Residential □ New construction □ Additions and alterations: □ BPV < $60,000 □ BPV 2 $60,000 □ Electrical service panel upgrade only □ BPV 2 $200,000 D Nonresidential □ New construction ■ Alterations: II BPV 2 $200,000 or additions 2 1,000 square feet □ BPV;, $1,000,000 □ 22,000 sq. ft. new roof addition 1. Energy Efficiency Low-rise N/A 1A,4A 1A, 4A' High-rise I1B, 2B, 3B,4A N/A 4A 1B, 4A' 1B, 2B, 3B, 4B and 5 18,5 1B, 2B, 5 2B,5 A high-rise residential building is 4 or more stories, including a mixed-use building in which at least 20% of its conditioned floor area is residential use All residential additions and alterations 1-2 family dwellings and townhouses with attached garages only 'Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Building alterations of 2 75% existing gross floor area 1 B also applies if BPV 2 $200,000 Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CAI.Green) for more information when completing this section. A D Residential addition or alteration ? $60,000 building permK valuation. See CMC section 18.30.190. Year Built Single-family Requirements □ Before 1978 Select one: D Duct sealino □ Attic insulation □Cool roof □ 1978 and later Select one: □ Lighting package □ Water heating Package □ Between 1978 and 1991 □ 1992 and later ■ NIA _________ _ □ Exception: Home energy score> 7 (attach certification) Multi-family Requirements □ Attic insulation Select one: □ Duct sealino □ Attic insulation □Cool roof Select one: □ Lighting package □ Water heating package B. ■ Nonresidentiar new construction or alterations ~ $200,000 building permn valuation, or additions ~ 1,000 square feet □ NIA Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division A5.2-Energy Efficiency. A5.203.1.1 Choose one: □ .1 Outdoor lighting □ .2 Warehouse dock seal doors □ .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) □ NIA _________ _ □ .4 Da0ight design PAFs □ .5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: □ .95 Energy budget □ .00 Energy budget A5.211.1tt □ On-s~e renewable energy A5.211.3tt □ Green power (if offered by local utilfy provider, 50% minimum renewable sources) A5.212.1 □ Elevators and escalators A5.213.1 ■Steel framing • includes hotels/motels and high-rise residential buildings □ NIA □ NIA □ NIA □ NIA □ NIA tt For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead. 2. Photovol1aic Systems A. D Residential new construction (for low-rise residential building penm~ applications submitted after 1/1120~ Refer to 2019 CalHomia Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (2B below) instead. 2) H project includes installation of an electric heal pump water heater pursuant to CMC 18.30.150(B) (high-rise residential) or 18.30.170(B) (low-rise residential), increase system size by .3kWdc H PV offset option is selected. Floor Plan ID (use addfunal CFA #d.u. Calculated kV'«lc• sheets ~ necessary) Total System Size: kWlc= (CFAx.572) 11,000 + (1.15 x#d.u.) 'Fonmula calculation 1M1ere CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ □ □ □ kWlc B. D Nonresidential new construction or alterations .!$1,000,000 BPV and affecting ~75% existing floor area, or addition that increases roof area by ~2,000 square feel Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: □If< 10,000s.f Enter: 5 kVVdc Min. System Size: □ lfc: 10,000s.f. calculate: 15 kVl/dc x (GFA/10,000)- kVl/dc -Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual mv Energy use:-______ x .80= Min. system size: _____ kVVdc -Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. D For systems serving individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) 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 Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A D Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when com One and two-family residential dwelling or townhouse with attached garage: Done EVSE Ready parking space required D Exception : □Multi-family residential: D Exception : I Total PProposedarking Spaces EVSE Spaces : Capable Ready I Installed Calculations: Total EVSE spaces = .10 x T olal parking (rounded up to nearest whole number) E\/SE Installed= Total E\/SE Spaces x .50 (rounded up to nearest whole number) E\/SE other= Total E\/SE spaces -E\/SE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Total 'Major alterations are: (1) for one and two-family dwellings and townhouses y,ith attached garages, alterations have a building permit valuation ~ $60,000 or include an eleclrical service panel upgrade; (2) for multifamily dwellings (three units or more y,ithout attached garages), alterations have a building permrt valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) D Exception · Total Parking Spaces EVSE Soaces Proposed Capable I Ready I Installed I Total 10 2 I 5 I 1 I 8 Calculation-Refer to the table below· Total Number of Parkino soaces provided Number of IEOUired EV Soaces Number of 1EOuired E\/SE Installed ::;oaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 I 51-75 6 3 □ 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 1 0 ..,,cent of total 50 percent of Reauired EV Soaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. 0 Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold ofe"l)loyee-generated ADT City staff will use the table below based on your submitted plans to detemiine whether or nor your pennrt requires a TDM plan. ~ TDM is applicable to your pennrt, staff will contact the applicant to develop a site-specific TDM plan based on the pennrt details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all), 20 Restaurant 11 Retail, 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10'"Edition 13 11 4.5 3.5 3 1 , For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermari<et, 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 Em lo ee 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 pennrt require a lDM plan and understand that an approved 1DM plan is a condrtion of pennrt issuance. Applicant Signature~ c ~4 Date 5 I I 1 / Lo ·:i,o Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): _________________ _ Phone Numbe~ _____ _ Email Address: ___________________ _ Updated 8/1512019 6 September 3, 2020 City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008-7314 Re: The Reserve at Carlsbad-Permits To whom it may concern, DECRON PROPERTIES I authorize Terry Wilcox to act as our representative to sign on our behalf and procure all permits for our property located at 2262 Avenida Magnifica, Carlsbad. Please contact me with any questions. Sincerely, ~\.0~9 David J. Nagel, President, CEO DP Carlsbad Magnifica Dccron Properties Corp., Authorized Agent 6222 Wilshire Boulevard, Suite 400 Los Angeles, CA 90048 '' -J P: 323-556-6600 Decron.com LEGEND M -Mailbox l -laundry TR -Trash/Recycle Bins :.J-'.'.:l I ✓ ., ' ~ · "I 1\ \ N • West• fTo Oceonj • • Group 1 \✓ \, Buildings 20 & 7 Group 2 "-v '\ Buildings 19 & 6 Group 3 '\. \, Buildings 18 & 5 Group 4 '\, \ Buildings 17 & 13 Group 5 \ Buildings 12 & 9 Westfield Plaza Camino Real Mall V/ p CS!O;JO -{JO I 9