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1050 CHINQUAPIN AVE; ; CB121385; Permit
10-02-2012 City of Carlsbad 1635 Faraday Av Carisbad, CA 92008 Miscellaneous Permit Permit No CB121385 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 1050 CHINQUAPIN AV CBAD MISC 2060502100 $38,000 00 Subtype Lot# REPAIR 0 LIME GROVE APARTMENTS-SEIZMIC RETROFIT OF 5 CARPORTS & 2 ENCLOSED GARAGES - Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 07/24/2012 RMA 10/02/2012 10/02/2012 Applicant RE NU RENOVATIONS INC ATTN MARKCUFFEL STE 105 3150 PIOPICO DR 92008-1951 760-729-7368 Owner LIME GROVE PARTNERS L P 17952 ATHENS AVE VILLA PARK CA 92861 Miscelaneous Fee #1 Miscelaneous Fee #2 Additional Fees TOTAL PERMIT FEES PLANCK FEE BUILDING FEE $256 05 $374 95 $0 00 $631 00 Total Fees $631 00 Total Paynnents To Date $631 00 Balance Due $0 00 inspector FINAL A Date Si ,OVAL Clearance NOTICE Please take NOTICE that approval of your project includes lhe 'Impositon' oi fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest Ihem, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required infomiation with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review set aside, void or annul iheir imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY lo water and sewer connection fees and capacity changes nor planning, zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou tiave prgviqu^lY bgen given a NOTICE similar to this, or as to which the statute of limitations has previouslv othepJv|se,expir^ THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE PLANNING €(^GINEERING IFIRE •HEALTH DHAZMAT/APCD f2> CITY OF Building Permit Application 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 www carlsbadca eov SWPP JOB ADDRESS CVPROJECT # LOTfl PHASES S OF UNITS DESCRIPTION OF WORK Include Square Feet of Affected Areafs) SUITE#/SPAGEfl/UNIT# # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE EXISTING USE PROPOSED USE 'ATI OS (SF) /JO DECKS (SF) FIREPLACE YES • # NOjJi^ AIR CONDITIONING YES • NO;^ FIRE SPRINKLERS YES u mp. PLL8ANT NAME (Primary CjuKaciJ , I, - , , > APPLICANT NAME (Seconrfary ConOct) ADDRESS nV ' STATE ADDRESS STATE CITY STATE PHONE. FA*: — fy^e^) Pmt^E FAX PROPERTY,OWNER NAM& / r\ , » n CONTRAC ADDRESS CITY STATE ^ ^ ZIF^ ADDRESS PHONE V EMAIL omit CA-PHONE „ - — [FAX ~ ^ ^ ARCH/DESIGNER NAME & ADDRESS CITY BUS Lies t) ^ 3rior to Us issuanSe also reauires ttie^ (Sec 7031 5 Business and Professions Code Any City or County wliicti requires a permit to construct alter improve, demolish or repair any structure, priorto its issuanSe also requires ttie^ applicant for sucii permit to file a signed statement that he is licensed pursuant to the provisions of the Contractors License Law (Cnapter 9 commending with Section 7000 of Division 3 ofthe Business and Professions Code) or tnat he is exempt therefrom and the basis forthe alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500]) Worlters' Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations d I have and will maintain a certificate of consent to self insure for worliers compensation as provided by Section 3700 olthe Labor Code forthe performance of the wori< for which this permit is issued EL I lave and will maintain worker^ compensation as leq^iited b^f Section 3700 of the Labot Code, foi the pertormano /^Q {i^ /yc^ ?f/uXOi\Aou'C^ number are InsuranceCo Policy No ic&DllbeM)ikforwhichthisi)ernirtjg]^ued My workers compensalioji lasurar/te j<-fLl^ C ^ ^On^J Expiration Date j'h / f. earner and policy This section need not be completed if the permit is for one hundred dollars (SIOO) or less d Certificate of Exemption 1 certify that in the performance ot Itie work for which this permit is issued i shall nol employ any person in any manner so as to become subject lo the Workers Compensation Laws of California WARNING Failure to secure workers'compensation coverage is unlawful, and shall subject an employerto criminal penalties and civil fines up to one hundred thousand dollars (&100,0D0), m addition to the cost of compensation, djnt^ies as_^vided_igf in S^<!{)^FI^06 oyhe Labor code, interest and attorney's fees ^ CONTRACTOR SIGNATURE • AGENT DATE / hereby affirm that I am exempt from Contractor s Ucense Law for the following reason • I, as owner of the property or my employees with wages as their sole compensation, will do lhe work and the struciure is nol intended or offered for sale [Sec 7044, Business and Professions Code The Contraclor's Ucense Law does nol apply lo an owner of property who builds or improves thereon, and who does such work himself or through his own employees provided that such improvemenls are nol intended or offered for sale If, however, lhe building or improvement is sold within one year ot comptelion, the owner builder will have the burden of proving lhat he did nol build or improve for the purpose of sale) c:! I, as ovwier of the property, am exclusively contracting with licensed conlractors to construct the projecl (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who buiids or improves thereon, and contracts for such projects wilh contraclor(s) licensed pursuant lo lhe Contractor s License Law) • I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and malenals for construction of lhe proposed property improvemenl • Yes O No 3 1 (have I have not) signed an application for a building permit ior ihe proposed work 3 I have contracted with Ihe following person [firm) to provide the proposed construction (include name address / phone / contraclors license number) 4 I plan to provide portions of the vrark but 1 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 ol the work, but I have contracted (hired) the lollowing persons to provide the work indicated [include name / address / phone / lype ol work) vefpROPERTY OWNER SIGNATURE •AGENT DATE Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or nsk management and prevention program under Sections 25505,25533 or 25534 ol Sie Presley-Tanner Hazardous Substance Account Acf • Yes • No Is the applicant or luture buildingoccupant required lo obtain a permit fnam the air pollution control distnct or air qitaiity management distnct? • Yes • No Is the facility to be constnjcted within 1 000 feet ol itie outer boundary ol a school site'' • Yes • No 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 I hereby affirm tfiat 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 Iceit^tJiatl have read tfie application and state that the above mlbmiabon IS conBCtandthatlhe information oti thepla I agteetocomplywith all CityonJinancesand State laws relabngto building constructon I hereby aulhonze representative of the City of Cartsbad to enter upon the above mentioned property for inspection puiposes I ALSO AGREE TO SAVE, INDEMNIFY AND HEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIASILfTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOUENCE OF THE GRANTING CF THIS PERMIT OSHA An OSHA permit is required for excavations over5'0' deep and demoliton or construction of sfructures over 3 stones in height EXPIRATION Every permit issued by the Bjilding Offiaal under the provisions of this Code shall expire by limitation and tmjme null and void if the building or writ authonzed by such permit is not aimmenced within 180 days from the date of such pennit or if the building or work authonzed by suchrermit is suspended or abandoned at any time after the wtk is commenced fer a penod of 18D days (Section 106 4 4 Uniform Building Code) ^APPLICANT'S SIGNATURE /^X X2/VvV/ ^ °ATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection CATE OF OCCUPANCY (Commercial Projects Onlyl Fax (760) 602-8560, Email www buildinqialcarlsbadca gov or Mail the completed form to City of Carlsbad Building Division 1635 Faraday Avenue, Carlsbad, California 92008 C0# (Office Use Only) CONTACT NAIVIE OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANTS BUS LIC No DELIVERY OPTIONS • PICKUP • CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg 1) • MAILTO • CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg 1) • MAIL / FAX TO OTHER • ASSOCIATED CB# „ • NO CHANGE IN USE / NO CONSTRUCTION • CHANGE OF USE/NO CONSTRUCTION • ASSOCIATED CB# „ • NO CHANGE IN USE / NO CONSTRUCTION • CHANGE OF USE/NO CONSTRUCTION ^APPLICANT'S SIGNATURE DATE Inspection List Permits CBl 21385 Type MISC REPAIR LIME GROVE APARTMENTS-SEIZMIC RETROFIT OF 5 CARPORTS & 2 ENCLO Date Inspection Item Inspector Act Comments 1/9/2013 19 Final Structural -Rl 1/9/2013 19 Final Structural MC AP 12/14/2012 18 Exterior Lath/Drywall MC AP 12/11/2012 17 interior Lath/Drywalt MC AP REPLACEMENT AT GARAGES ONLY 11/29/2012 13 Shear Panels/HD's MC AP SEE CARD 11/28/2012 14 Frame/Steel/Bolting/Weldin MC PA INTERIOR SHEAR, SEE CARD 11/27/2012 11 Ftg/Foundat) on/P) ers MC AP MOMENT FRAME & CURB FOUNDATION 11/14/2012 14 Frame/Steel/Bolting/Weldin MC PA 11/13/2012 13 Shear Panels/HD's MC CO 11/7/2012 14 Frame/Steel/Bolting/Wel(Jin MC CO PRELIM, SEE CARD 10/24/2012 11 Ftg/Foundation/Piers MC PA MOMENT FRAME FTGS/STEEL Wednesday, January 09, 2013 Page 1 of 1 Southwest Inspection and Testing, Inc, 441 Commercial Way, U Habra, CA 90631 (562)941-2990 • (714)526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED • Reinforced Concrete • Post Tensioned Concrete Q Reinforced Masonry Structural Steel Assembly • Fire Proofing O Asphalt • Quality Control p Other Job^ddress City jobf Nome 'No Issued Type o( Stnjctur^ Maiarlol Description (type grade spyrce) lhspecrorfs)^arrte ^ ^ 7- J ~f\ii'w rf Subceotrpctor jOfrpCtor TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY — LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & lOENT NO'S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS {WELD MADE H T BOLTS TORQUED) CHECKED, ETC >? /^r^ 7^ < , : ^ _2_ 'A L ,f/...,,h^f — ^ CONTINUED ON NEXT PAGE • PAGE CERTIFICATION OF COMPLIANCE mmy CERTIFY THAT I KAVE OBSERVED TO THE BEST OF MV KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS 0TKERW1S NOTiOJ HAVE FOUND THIS WORK TO COMPLY WTTH THE APPROVED PLANS, SPEOFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAVW Z OF 10NS, AND APPLICABLE S , SIGNATURE OF REGISTERED INSPECTOR SPECIALTir NO AGENCY TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS /•-^ Atl inspections based on a minimum of 4 hours and over 4 hours - 8 hour minimum Approved bv Project Superintendent WHITE - OFFICE COPY, CANARY - ACCOUNTING COPY. PINK - INSPECTOR'S COPY. GOLDENROD - JOB SITE COPY Southwest Inspection and Testing, Inc. 441 Commercial Way, La Habra, CA 90631 (562)941-2990 • (714) 526-8441 • Fax (562) 946^0026 REGISTERED INSPECTORS'S DAILY REPORT SWlTJobNo TYPE OF INSPECTION REOUIRED Q Reinforced Concrete • Post Tensioned Concrete Q Reinforced Masonry Gi'Stractural Steel Assembly • Fire Proofing • Asphalt • Quality Control • Other Job f^ddress -01^ CJfy Job/Jome Permit Np issued BY , i—fit Typfe of Structure V /' - / ^ Ah /_ i^T^j^/zJ I ^. ^/.U f Maferfol Descnption (type, grode source) , , / Engineer Coptrpctdr /' !nspectof<s) Nome^^ SubDontroctor" ^ / / f — TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECnON SUMMARY — LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, E" INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT NO'S TEST SAMPLES TAKEN STRUCT CONNECTIONS (WELD MADE H T BOLTS TORQUED) CHECKED, ETC ft ^ r*rr 1 f J 7 ( r Jl . I // , ///I// /T- l.^ Y/ . J CEBTlFlCATIOfJ OF COMPLIANCE CONTINUED ON NEXT PAGE • PAGE I HeftEflV CenriFYTHAT / HAVE OBSERVED TO THE BEST OF MV KNOWLEDGE ALL OF THE AflOVE flEPOfllED WORK UNLESS OTHERWISE NOTED 1 HAVE FOUND THIS WOR< TO COMPLY WITH THE APPROVED PUNS, SPECIFICATIONS, AND APPLICABLE SECTION^OF THE GOVERNING 8UILDING LAWS ''-J . < , , ^ "SIGNATURE OF REGISTERED INSPECTOR" SPECIALTY ^ NO AGENCY TIME IN 7^ TIME OUT h REG HOURS O.T HOURS CYLINDE Approved by All inspections based on a mintmuptjif 4 hours and over 4 hours - 8 \ minimum Proiect Superintendent WHITE - OFFICE COPY, CANARY - ACCOUNTING COPY, PINK - INSPECTOR'S COPY, GOLDENROD - JOB SITE COPY 16-NQV-2012 08 28 AM HD Supply 949-493-1466 1/1 INDUSTRIAL THREADED PRODUCTS INC. YOUR COMPLETE SOURCE POR FASTENERS www.itpbDltcom I 3ales@itpbolLcom | purchasIng@ttpbo[t com SUBMITTAL SPECIFICATIONS AbstTBot of A8TM A307 Qrsde A GRADE: Low Camon Steel 60.000 PS! CHEMICAL REQUiREMElsrrS Chemical analysis shall be peffomied in acxxirtiance with ASTM A751 0^ 1.20 a04 0.16 MECHANICAL REQUlREMEhfTS Hex Nuts ASTM A5e3(A8MeBl9J4t) Heavy Hex Nuts ASTM Asas (ASME Bie.2.2) CZ] WBshei8A&TMFB44^(ASAi£516.2a.1} ALL THREAD ROD MAY BE SUPPLIED Plain ru nnoRated Hot Dip GalvanteBd LOCATION Buried 1 1 Submersed Above Grade BetowGrnde I I OBier ADDITIONAL INFORMATION: Additional Information can t>e found in ASTM A307-07B, ASTM AS63-04A BREA SISNonn Plants Stml BrBa.CAG2fl21 Ptms: (800) BTQ-ZOSS Far (fiOO] 8484249 RANOHOOIKMUONOA 1ZIZ7 Amw Rwsa Rantta Cmamonsa. CA B0S70 P)l9nB.<B09}4M(4S Pax m 643-2888 FRESNO Preino. CA 38706 Ptnns; <55S} 2934997 FULLERTON COLLEGE 321 E Chapman Av Rm709, FultertCMn, Ca 92832 AWS - Welder Performance Qualification (WPQ) WeldOfnce WPQ \DN\Bnxr Datsof btrtn Stamp number { Division Joaquin Sanchez 6280 FULLERTON COLLEGE WELPING TECHNOLOGY Test date WPQ racord number Standard test nunnbar WPS recofd number ] Qualiflcatkin code lWa/2012 SartchezAWSFCAW FtGURE 4 21 AWSB21 1-018 AWS 01 1 Rev Rev 'Ptoduafom iWeld^tQ [Joinftype^ VARiABLES' (Typo of weld I Base metal Ptale Plate Groove Specit^cetion (type or grade) A-3e (UNS KIE800) A-36 (UNS K026QQ] Pno Grp-no |[ II Size Sch ^ Thick. On.) Die 100 1 00 (hi) BASE WETAl TOlCKNESS Plata thKlcnsss Pipe/tube thickness Pipe dtameler PRoce^ VARIABLES' en) ftt) (In) I Weldii^ pnxesa Type Filler metal s^Mctfication Filler rnetal classification WWd position Progrewran GMAW transfer mode Shieidlr^ Oas/flux TESre "~ (fiaaaiftaetUmteaeOi GfoovB Pl»tH & Pipe >"24" Qnrove Pips ! 875" lo 24* Gfoovt Plpe<2.87S- FtllBl • PWe & Pipe >-2*' FfflM Rpe 2 875 W 24" FUW Pli»-sie7y Actual^ value* Plate - Gnjove (Fig 4 31) vrflh beckinQ Group II to Group II Groove_ _ _ Fillel 100 1 ^tualjvaluM FCAW Semi-eulomatic V«lh 520 E71T-3 3Gand4G ^f*GE QUALIFIED GoMve, ntlot, Plufl pnd Slot welds ( T-.Y-,K-Gfoove PJP only) Cartwn and Low-«loy Steel Groove _Fjllet 0125 mm I 0125 min 0125 mm , no limit 24 mm no Inut RANGE QlMPnED J "IJVJL FCAW Semi-Autom^ic, Machine Automatrc With AS XX Atl All Up All All Ait Up Spray, pulse glotiular ASxx approved Type of last Visual examlnatton per 4 311 2 transverse side bends per 4 9 3 1 and Fig 4 2 transverse stde b^ids per 4 9 3 1 and FtQ 4 Acceptance criteria 491 4933 4933 ResLrit Acceptable AcceptalUe Acc^JtoUe "r 1 _ Comments see-AW5D1 1-T411 soe-AWS Dl 1-T411 oee-AWSDI 1 - T4 11 (Notes CYRTIFTCATSW T: Tests conducted Mechanical tests by John Pummer I John Puftnnef ' Lsboralory test number I Test file number 1D036 FUUERTON COLLEGE Sanchez AWS FCAW-S vncsnHytfi«Ih«EMMnMim)nirMsi«a)nj*raconMandthM)nemlv^^ wvMsd and tastsd In accoMRnc* wiui the roqulreiiMnu ot sec^ 1 StmctunJ Wekfing Co(l»eiMl OCI EXP. Unf3M2 Sifinatufe 1 citing n* WPQOOfoe ' Pfloe rSf 1 CERTIFICATE OF CONFORMANCE TO. Prime Fabncation Date: 11/16/12 ADDRESS. 33081 Calle Perfecto#B San Juan Capistrano, CA 92675 INVOICED 12-0093923 PO # Verbal Christian OUANTITY- ITEM SPECIFICATION. 26 ea 3/4" Hr plate li" x 16" A36/SA36 EXCECUTED BY Soma Langanca FULLERTON C^;^^:fG&^^^ „ " Welder Qualificatfewi Test Fiecord- WQTR 1^ SANCHEZ AWS SMWrfWci^-ir Name , Joaquin Sanch^s ^ WPS No AWS B21-14)16^24 ' " Revision-0'^-Date 9/21/2009 SANCHEZ AWS SMAW^ ^ ^"^^ Variables • Record Actual Values Used tn Qualification Process (Table 4 10. Item {!)) SMAW •<'^; Transfer Mode (GMAW) Sljort-Crr D Globular Q Spray • Type Manual S MaAIne S Semi-Auto • Aiito • J Number of Electrodes Sms^e • Multiple • • . t Current/Poianty AC • DCEP K DCEN • Pulsed PcsitlofV(TaMe 4 10, Item (4)) 3G^ QuallflcatloQ Rang^g"^ SMAW 'Short-Ccrcuiing • Gtobufar • Spray • Manual 0 Machine G Semi-Auto D Auto • ^ Single • IsJuaple D AC D DCEP S DCEN Q Pulsed • Consumable Insert (GTAWJ ? (Tdh(^410, tem<6))- --,Up S Down D. ^ 4 lOJtemXTJJ - Use BacJfitg ^ ^ „, —^ Material/Spec A36 STEEL to A 36 STEEL Thickness (Plate) Groove ( in ) Fillet { ) Thtckness (Pipe/lube) Groove { Fillet ( ) HI A. Up ^ Down • 1 N/A With Backing g __Jj^!^}S^$J^^^^JJ^ CARBON STEEL fiH^^'^ROUP tor 2 1/8 - UnDmited tn Diameter(Pipe) Groove ( Ftilet ( Notes ^ 1/8 ) N/A Filler Metal (TaWe 1o, Hem (2)) Any UnOmlted - Uflltmlted - Unlimited PZPE TO PLATE FILLFTS ONLY \ EXX10.EXX11 .EXXIOXEXXI 1 -XT EXX15,EXXl6,EXX18,EXXiS0(;EX^18-X.EXX18-X Gas/Flux T^pe (Table 4 10, Item (3)) N/A Oth« N/A ^ ' V(SyALlN^f<;TI(3fi(<.r* ^ptable YM, ^"" ••QUibE^END 7£5t r (4 30 5) Result PASS PASS Jd30.4.1)^ ^^sS'L'j>^'^'* —^ —^'-jtf?—^— ' —• • - - - i_ :;ii<<lnspectecI'^By JOHN PUMMER CV/I S262G043Ti»a N'o . WTT-I^, Qmanbatwo FULLERTON COLLEggJ-AB lOOa/glgOgS -X We. ^e underagned. Interpreted By OfS|n]^on Te?fNo itthete^ tested in accordance with the feauirc,«i0nt3.of.secfion 4 of AKeiliA'.!?!.' (L1 C * 2006 Manufacturer FULLERTON COCl^GE LAB 10036-^^ ,^f;By JOHN PUMPER CWI8202' Data 9/21/2009 BULL MOOSE TUBE CASA GRANDE CERTIFICATION OF TESTS 10/09/12 Page 1 of 1 1819 Clarkson Rd Chesterfield, Missouri 63017 BILL TO CCC Steel, Inc 2576 East Victoria Street Rancho Dominguez CA 90224 ciHiP TO CCC Steel. Inc -ship to 2576 E Victoria St VIA TRUCK Rancho Dominguez CA 90220 B/L Number 271854 Ship Via 1803 22258 c 060 8" SQX 0.625 HRX40* 203.2 mm Ladle Analysis and Physicals ASTM A500-10 GRADE B & C Structural-Dual CerttHed Customer item Raw Material ts of Domestic Origin - Melted and Manufactured m the USA HeatS^ P5156 MN P S AL SI CB CU CR NI VA MO 1000 010 006 030 021 0 000 180 040 070 0 OOO QOOO Order# 398231 Purchase Order # L29605 ltem# 107949 5120 B 77 YLD psi P NG TSNpSI ELN% 0OQO 0 OOO 67690 77810 37 Shipping Supervisor THIS WELDED STEEL TUBING IS MANUFACTURED IN THE UNITED STATES OF AMERICA AND HAS BEEN PRODUCED IN ACCORDANCE WITH THE STATED SPECIFICATION LADLE CHEMISTRIES ARE REPORTED FROM DOCUMENTS PROVIDED BY THE SUPPLYING STEEL MILL. ANY PHYSICAL AND MECHANICAL TESTING RESULTS SHOWN ON THIS CERTIFICATION ARE CORRECT AS CONTAINED IN THE RECORDS OF THE COMPANY RHCTT BAVDIE, PHCBIOENT, PE C-4fi423 DUNN SAVaic INC. STRUCTURAI- CN GIN CCR a 9DB S. CLCVCLAND BT. DBEANBIDE, CA. 920 5-4 TC1_: (7GD} 9Ge-e35S FAX: 17fiO) 966-6360 To: Steve Henry for Pete Chlarie of: Chlarle Construction From: RHETT M. SAVOIE Email rhetls@surfdsi com Fax: shenryca@yahoo.com Pages: 2 including cover sheet Phone; 94^^-7745 (sh cell), 714-349^635 ceil Date: Friday, November 09,2012 Re: Ume Grove Apartments CC: o RE: Shear Wall anchor bolts spacing and sill block clarification (Nov8-12 site visit) It is understood that the epoxy anchor bolt layout at the shear wall sill plates was based on the 20" oc spacing from the shear wall schedule. This Is the overall maximum spacing based on the full length of the wall. However, details 4 and 8 on sht S2 require epoxy anchor spacing at 16"oc, the intent being that each block requires an epoxy bolt and 2 lag screws as illustrated at 4X and BX. A. Field conditions have resulted in various non-compliant conditions, mostly due to several stud bays being shorter that 16". (See clarification detail FC#1) 1) Some are due to added 3x4 studs for the vertical plywood Joint edge nailing. The best option here Is to remove and replace the 3x4 stud, and provide a longer sill plate block engaging the existing epoxy bolt, rather than having the new stud create an extra blocking bay. 2) Some occur at bays that have holdown anchors. Since the hoidown epoxy anchors were drilled and installed with the minimum wood hole, they can be modified to qualify as sill plate anchors simply by removing the holdown, adding the BPS washer plate and nut, then reinstall the holdown anchor. 3) Some occur at existing studs. Since the epoxy bolts have already been installed, it is not practical to trim the bottom of the stud to install a longer sill block due to the slot cut in the block that would be required to remove and replace the block without R&RIng the existing stud, which may cause damage to the exterior stucco. However, it could be done at the rear garage party wail if needed. The options here are: a. Remove and replace the stud per item 1) above. b. Add an additional epoxy anchor bolt. c. Add an A34 anchor each end of block to stud, as long as overall 20" oc spacing is achieved. B. All sill plate blocks require (2) 3/8"x4'' fag screws per details 4 & 8, If blocks split, then they should be replaced in most cases. Holes should be pre-drllled where prone to splitting. C. At the main plumbing chase at the rear of the garage, partial blocks are plumbing straps prevent partial or full plywood edge nailing at the sill blocks. At these locations see FC#2: 1. a 'CS14' colled strap shall be placed over the plywd and nailed with lOd @ 2" oc, staggered, as edge nailing. 2. The strap shall extend a minimum of twice the length ofthe plumbing strap, each end. 3. Where the required length is greater than the remaining length of the shear wail, then 2 rows lOd @ 2" oc shall be provided. Please feei-free to contact me If you have further questions. Sincerely^ Southwest Inspection and Testing, Inc. 441 Commerciai Way, La Habra, Ca 90631 (562) 941-2990 o (714) 526-8441 o Fax (562) 946-0026 REGISTERED INSPECTOR'S DAILY REPORT D Structural Steel Assembly SWIT Job No Date 90210 10-23-12 TYPE OF INSPECTION REQUIRED Q Reinforced Concrete [x] Post Tensioned Concrete • Reinforced Masonry d Fire Proofing • Asphalt • Other' Job Address-^^^-~™j^^^gp,^ City Carlsbad Job Name Lime Grove Apt Pennit No below Issued By Type of Structure Architect Material Descnption (type, grade, source) Engineer pg| Simpson xp/ # 5 rebar dowels Contractor Charle Const Inspector's ^^me JQ^IJ Subcontractor Diaz TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLE INSPECTION SUMMARY - LOCATIONS OF VWDRK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS, PROGRESS REMARKS ETC INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER. TYPE & IDENT NOS OF TEST SAMPLES TAKEN STRUCT CONNECTIONS (WELD MADE H T BOLTS TORQUED) CHECKED ETC Verified holes for epoxy for the following size, cleanliness, depth At the following location's For bidg's 1-7 @ moment frame (5) grade beam for # 5 rebar dowels All holes were drilled with a 3/4 Dia bit and embeded 6" into footing All holes were blown, brushed, reblown before setting with Simpson xp exp 1-13 All work was done per platts and spec unless other wise noted CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OgSpRVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORJEO;5rtORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TOjiJ^PtrfwiTH THE APPROVED PLAN S_^EC1F1C ATION AND APPLICABLE SeiS^JefTOF THE GOVERNING Bl. CONTINUED ON NEXT PAGE • PAGE OF SPECIALTY NO AGENCY TIME IN TIME OUT REG HOURS OT HOURS CYLINDERS 8 12 6 { ApproJet Project Superintendent Izl Southwest Inspection and Testing, Inc. 441 Commercial Way, La Habra, Ca 90631 (562) 941-2990-* (7f4) 526-8441^•^F.ax (562) 946-0026 CONCRETE TECHNICIAN / INSPECTOR'S DAILY REPORT SWiT Job No Dale TYPE OF INSPECTION REQUIRED \^ Reinforced Concrete D pQshTensioned Concrete n Reinforced Masonry EIl,^ Structural Steet'Assembly • 'Fire Proofing *' ' • 'Asphalt • Quality Control • Wood Framing • Other 'Tract No., Lot No Issued B [.Type,o( structure -r"^ / / / >^ > . * Archileot ' % ' r-? J ^Z, rMafeT^I Descnpttdnttype'orade P^rcer -.7?Efi§Hfeej;^^s*-J^^-—, s:^ ' rinspectorg Name / TESTS PERFORiVIED , ^ SAMPLE SeT#lTRUCK# TICKETS [-LOCATION SLUMP AIR TEMP CONC TEMP WATER ADDED TIME CAST REMARKS ' ' <-/ " ' i / t , - —- , r_ - ^ ... l .' ' i j ^ - I. ) •1 INSR^CTIOW^DMMARY- IOCATIONS"OF" Vtf©RJ^t^SPBCTeO--''f!fSTtSAMPe&S<^KB^^ J(5l REMARKS ETC INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE 8. IDENT N'O'S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS (WELD MADE H T BOLTS TORQUED) CHECKED, ETC v <r n. if' T CERTIFICATION OF COMPLIANCE • i'eREBY CERTIFY THAT I HWE OBSERVED TO THE BEST OF MY KNOWLEDGE IL OP-THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED, 1 HAVE j)UND THiS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATION b APPLICABLE SECTION OFTl^E GOVERNING BUILDING LAWS CONTINUED ON NEXT PAGE • PAGE 7 OF SIGNATURE OF REGISTERED^NSPECTOR ~Fr-rY^- ^ SPECIALTY NO •if . AGENCY TIME IN TIME OUT SAMPLES C 1 Approved By Project Supennfendent Southwest Inspections and Testing, 441 Commercial Way, La Habra, CA 90631 (562)941-2990 • (714)526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT SWiT Job No TYPE QF Reinforced Concrete INSPEtrriON • Post Tensioned Concrete ' - REQUIRED Q Reinforced Masonry n stractural Steel Assembly Fire Proofing Asphalt D Quality • OtJ}er Control JobAQdrgss / A City A JobWQme /'A ( Permit No Issued By T 1 r < Type of Structure ^ Architect^ Material Descnption (typ© grade, sour^e> f , Controatof / A;. lnspect(^^Name^^ ^ SubagntractOf „ / J < X f y TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTrrV IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED. JOB PROBLEMS, PROGRESS, REMARKS, ETC INCLUDES INFORMATION ABOUT- AMOUNTS OF MATERIAL PUCED OR WORK PERFORMED, NUMBER, TYPE & IDENT NO'S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS {WELD MADE H T BOLTS TORQUED) CHECKED, ETC // W / , - — : 2 ' •——— i' P- /..^ t ( . f ( •/ .Vxi( - --/- / /n / J 4- ..• n /n/ CERTIFICATION OF COMPLIANCE IHEREBV CERTIFY THAT i HAVE 08SEfiVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPOfiTED WORK UNLESS OTHERWISE NOTCD I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLIQABLE SECTIONS OF THE GO«RNING BUILDING UWS -/ . SIGNATURE OF REGISTERED INSPECTOR CONTINUED OrJ NEXT PAGE • PAGE OF EPECIALW 3^ NO AGENCY TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS All inspections based on a mmimum of 4 tiours and over 4'tiours • 8 tiour minimum Approved by Project SupenntefKtenl WHITE - OFFICE COPY. CANARY - ACCOUNTING COPY, PiNK - INSPECTOR'S COPY, GOLDENROD - JOB SITE COPY r_ -' ^ Southwest Inspection and Testing, \mf 441 Commerciai Way, La Habra, Ca 90631 SI (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 CONCRETE TECHNICIAN / INSPECTOR'S DAILY REPORT SWIT Job No Dat& / / TYPE OF INSPECTION REQUIRED }<X Reinforced Concrete • Post Tensioned Concrete [U Reinforced Masonry D Structural Stee! Assembly O Fire Proofing • Asphalt Job Address I Tract No • Quality Control D Wood Framing S other /^A-y,^ Lot No Job/Jame Type^cy Struclyre -y Ma^iai Desgn^f^n^type gi^tde "source) ^ ' Engi Co <s(5e^tor s Narj TESTS PERFORMED 7 S£T*t STRUCK it TICKETS SAMPLE LOCATION SLUMP AIR TEMP CONC TEMP WATER ADDED TIME CAST MIX# REMARKS INSPECTION SUMMARY- LOCATIONS OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED 'JOB PROBLEMS PROGRESS, REMARKS ETC INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT NO'S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS (WELD MADE H T BOLTS TORQUED) CHECKED, ETC V7 ^ CERTIFICATION OF COMPLIANCE I HERESY CERTIFY THAT 1 HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATION AND APPLICABLE SECTION-pF THE GOVERNING BUILDING LAWS Z^ ,^ SIG^ATURE OF REGISTERED INSPECTOR 'SP^IALTY •1 }.je^./ NO AGENCY CONTINUED ON NEXT PAGE • PAGE J OF (_ TIME IN TIME OUT SAMPLES Approved By Project Supenntendent White - Office Copy • Canary - Accounting Copy • Pink - /nspector's Copy • Go/denrod - Jobs((e Copy UJ i z z a Q. r»- r— CO CO tn o Ci 00 9> a ID Q -a (U u CO CM' £0 UJ Q: 3 S" Q. 15 TJ <n •rE>2x4 STUDS e OC •CE^3/4" CJYPCRETE -'He' TIE « A& O.C. [A Ti re; 5/s" fMiN; PLYWOOD •A34' .<1NC e 16* O.C. W/ 9& X 3/4' WOOD SCREWS UP (B) 2x10 CANT FLR JST « Ifc" O C I 3/4" x0" TL ^4AILER-' 70 EA JST 115 X i3.i5'^=::ir^'\; THiBERSTRAND ^"^^ ^ (*i2.25" o Bi-DG 1^ Spe i/4x 3 1/2" o 6" C?.C. AT TOP 4 f2; I£>d FX EA BLK « BOTT 2x4 BLK o 24" O.C.- MAX W/ (2) l£>d TX TOLEP<^ 2x4 LEDGER W/- (•2; 16d FX fl 16" O.C. 'A34' ANC e 6" O.C. '5T6236' PRAG STRAP a MID-LEhteTH SPLICE 13 3/4" TYP, 12 1/4" e BLDG *1 CSINGLE TOP {E; (B) 4x10 BM CE; 4X4 POST fii ±-3 FT O C SCALE! i.l/2"=i'-0" UJ O I s Q s' a. CN Q I s CM <s CM T- (B) 2x4 STUDS s I&' OC CE; 3/4* CtYpCRETE I—CE; 5/&" CMIN; PLYWOOD CE; 2X SOLID BLKG 6HEAi5 TRAMSFSR 0 CE; IMT BRG LUALL CE; 2X10 FLOOR JST o 16" oc WOODSCREWSUP 'A34' mc « O.O. USE 'LTP4' >1NC IK LIEU OF 'A34' WHERE BLKG iS FLUSH PLYWD S>i FER PLAM 4 SCHED- SCALE: Ll/2"Br-0' to c to teter Chiarle From: Sent To: Cc: Subject: Rhett Savoie <rsavoie@surfdsi com> on behalf of DSI <dsi@surfdsi com> Tuesday, November 13, 2012 10 20 AM 7143498635@vzwpix com Steve Henry, Pete Chiarle RE Limegrove det4-S2 alternate to strap Importance: High Pete, Where the strap cannot be instailed, use LTP4 anchors from the underside of the new top plates to the existing, each bay (16" oc max) where the bump out wall is only 5 or less bays long, provide 6 total (tighter spacing) I'll follow up With a mark up of detail 2/S4 when I have a chance Thanks, R C3 O O a . CUCEVCCUANO Q T . OcdAi-^mcDtx. CA. O2O 54 Trrt-: <Taa> >£* C C, - CJ> *3 O A V a > IS® C3 U f9 O O t . O O M From: 7143498635fQ)vzwDix com [mailto 7143498635@V2Wpix.com1 Sent: Tuesday, November 13, 2012 9:44 AM To: DSI Subject: (fi CO DEVELOPMENT SERVICES DEPARTMENT DIVISION OF BUILDINS 4 SAFETY INSPECTION SERVlCEtS Tel (B58) 492-5070 Fax (858)492-5098 flPSlfuclural Masonry jV Siructural Steel and WeWing ^TSpray-apptled FirepfcMfing D Pile Driving 0 Reinforced Concrete af pfestressed Concrete <Wood Q OS 306 (RBV 3-10) AFSANEH AHMAD) CHIEF BUILDING OFFICIAL THE CITY OF SAN DlEQ SPECIAL iNSPeOTORCERTiFiCATe' Name Certificate No^' CrtydSandogorojma^F (nternatfonai Code Councif 500 New Jersey Avenue, NW Washington, DC 20001 COD£ COUNCIL' Tlie individual named hereon is CERTIFIED in the categonss shown, having been so certified pursuant to successful completion of the pi escribed wntten examinations Not valid unless signed by cerhficaie holder ICO Certification attests to competent knowledge of codes and standaids International Code Council 500 New Jersey Avenue, NW •^1 Washington, DC 20001 CODE COUNCIL* The individual named fiereon is CERTIFIED in lhe categorfes shown, having been so certified pursuant [Q successful completion of ihe prescnbed written examinations Not valid unless signed by certificate holder ICC Certificalion attests to competent knowledge of codes and standards Mr Willi3in M Bowon - 83200 Pfpstressed Concrete Specat InspccUt Legacy E^p 1012/1201; Soray aopt'eri Fireproofing Specailnspecior Exp 10/27/20:3 Sin ciiiffii Steel aid BoiiingSDSPSlinsueclor lO;2mo,'j Mr William M Bowon S32D0 Reinforced Concre'e Special lns|)3ctor Lpgacy - fc'xp ,o'27/2Q i3 StrLCIiiral'lasor/Spec al Inspec'or cxo W/2?/?0i3 S'fLiC>[iraPVi2'tii"g Special lris|!ector-Exp ,0;27;2013 Or u/- EsGil Corporation In Partnership -witfi government for (BmCding Safety DATE JULY 27, 2012 •AEEUCANT JURISDICTION CARLSBAD •TONREVIEWER • FILE Pi_AN CHECK NO 12-1385 SET I PROJECT ADDRESS 1050 -1060 CHINQUAPIN AVENUE PROJECT NAME SEISMIC RETROFIT OF APTS. WITH TUCK-UNDER OPEN PARKING I I Tlie plans transmitted herewith have been corrected where necessary and substantially comply With the junsdiction's codes XI The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person I I The applicant's copy ofthe check list has been sent to 1X1 EsGil Corporation staff did not advise the applicant that the plan check has been completed I I EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Email Fax # Mail Telephone Fax in Person \^ 3 REMARKS On Sketch A/S-3, gndline A, specify details 11A & 11B/S2 ai^^cal (applicable to gndline B as well) / By ALI SADRE Enclosures EsGil Corporation • GA • EJ • PC 7/26 9320 Chesapeake Drive, Suite 208 • San Diego, Cahfomia 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION CARLSBAD PLAN CHECK NO 12-1385 PREPARED BY ALI SADRE DATE JULY 27, 2012 BUiLDING ADDRESS 1050 -1060 CHINQUAPIN AVENUE BUiLDING OCCUPANCY Rl/U TYPE OF CONSTRUCTION V-B BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE (S) SEISMIC RETROFIT Air Conditioning Fire Spnnklers TOTAL VALUE 38,000 Jurisdiction Code CB By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance $365.78 $237 76 Type of Review 0 Complete Review • Structural Only I 1 Repetitive Fee Repeats • Other I Hourly EsGil Fee Hr @ $204.84 Comments Sheet 1 of 1 macvalue doc + 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax (858) 560-1576 x^ CITY OF PLAN CHECK REVIEW TRANSMITTAL Community & Economic Deveiopment Department 1635 Faraday Avenue Carlsbad CA 92008 www carlsbadca gov DATE: 08/08/12 PROJECT NAiVIE: UME GROVE ARTS PUN CHECK NO: 1 SET#: 1 ADDRESS: 1050-1060CHIQUAPiN VALUATION: $38,000 PROJECTID: CB12-1385 APN: 206-050-21 / This plan check review is connpiete and has been APPROVED by the ENGINEERING Division. By: KATHLEEN I^WRENCE A Final inspection bythe Division is required Yes / No This plan checi< review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: iviARK4ENU@GMAiLC0ivi Vou may a/so have corrections from one or more ofthe divisions listed below. Approval from these divisions may be required prior to the issuance ofa building permit Resubmitted pians should inciude corrections from all divisions. For questions or clarifications on the attached checl<list please contact the foiiowing reviewer as marked PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chris Sexton@carlsbadca gov , / Kathleen Lawrence ' 760-602-2741 Kathleen Lawrence@carlsbadca fiov I' Greg Ryan - 760-602-4663 Gregorv Rvan@carlsbadca eov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca gov r Linda Ontiveros 760-602-2773 Lmda Ontiveros@carlsbadca gov 1 ' Cindy Wong 760-602-4662 Cvnthia Wone@carlsbadca.gov - , ' Dommic Fieri 760-602-4664 Dommic Fiert@carlsbadca.gov Remarks: Development Services Land Development Engineering 1635 Faraday Avenue «^ BUILDING PLANCHECK Development Services Land Development Engineering 1635 Faraday Avenue CITY OF CHECKLIST Development Services Land Development Engineering 1635 Faraday Avenue CARLSBAD QUICK-CHECK/APPROVAL 760-602-2750 QUICK-CHECK/APPROVAL www carlsbadca gov ENGINEERING Plan Check for CB 12-1385 Project Address 1050-1060 CHIQUAPIN Project Descnption SEISMIC RETROFIT OF CARPORTS Date 08/08/12 APN 206-050-21 Valuation $38,000 ENGINEERING Contact Kathleen Lawrence Phone 760-602-2741 • RESIDENTIAL • RESIDENTIAL ADDITION MINOR (<$20,000.00) • CARLSBAD PREMIER OUTLETS OTHER: SEISMIC RETROFIT CARPORTS Email kathleen.lawrence@carlsbadca.gov Fax 760-602-1052 • TENANT IMPROVEMENT • PLAZA CAMINO REAL • COMPLETE OFFICE BUILDING E-36 OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY KATHLEEN LAWRENCE REMARKS DATE. 08/08/12 Notification of Engineering APPROVAL has been sent to via on Page 1 of 1 REV 4/30/11 CITY OF PLAN CHECK Community & Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www carlsbadca gov DATE: 7/25/12 PROJECT NAIVIE: PLAN CHECK NO: CB121385 SET#: PROJECT ID: ADDRESS: 1050-1060 CHINQUAPIN AV APN: • This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes ^ No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: iVlARK4RENU@GlviAlL.C0IVI Vou may a/so have corrections from one or more of the divisions listed beiow. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted pians should inciude corrections from ail divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris Sexton@carIsbadca gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen Lawrence@carlsbadca gov Q Greg Ryan 760-602-4663 Gregorv Rvan@carlsbadca gov 1 1 Gina Ruiz 760-602-4675 Gma Ruiz@carlsbadca gov 1 1 Linda Ontiveros 760-602-2773 Linda Ontiveros@carlsbadca gov Cindy Wong 760-602-4662 Cvnthia Wong@carlsbadca gov • • 1 1 Dommic Fieri 760-602-4664 Dommic Fien@carlsbadca gov Remarks: m CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www carlsbadca gov PERMIT NUMBER CB121385 DATE 7/25/12 ADDRESS 1050-1060 CHINQUAPIN AV RESIDENTIAL ADDITION MINOR (<17,000.00) RETAINING WALL POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING VILLAGE FAIRE SOLAR PANELS OTHER SEISMIC RETROFIT OF CARPORT FRAMES & WALLS ONLY-NO EXPANSION OF LIVING AREA OR REVISIONS TO PARKING DIMENSIONS PLANNER GINA RUIZ DATE 7/25/12 p-29 Page 1 of 1 07/11 D5I DUNN SAVDIE INC. STRUCTURAL ENGINEERS 90a 5 CLEVELAND ST OCEANSIDE, CA 92054 76D 966 6355 PH 760 966 636D TX DSI@SURFDSI COM EMAIL STRUCTURAL CALCULATIONS FOR Lime Grove Apartments Seismic Retrofit 1050-1060 Chinquapin Avenue Carlsad, CA 92008 (DSI PROJEa NO. 12-136) (RE-NU RENOVATIONS) JULY 19, 2012 TABLE OF CONTENTS ITEIVl DESIGN LOADS DESIGN CRITERIA KEY PUN UVTERAL ANALYSIS SHEAR WALL AND HOLD DESIGN IVIOMENT FRAME DESIGN FOOTING DESIGN PAGE 1 2,3 4 5-9 10,11 12-23 23-27 Note to plan Checlter: The scope of worli consists of a seismic retrofit of the first level of the 7 interior buildings of the existing apartment complex. These buildings typically consist of 2 upstairs units, with the ground level consisting of carports at the north and south with 4 stalls each. One of the apartments has 3 smaller units at the upper level, and 3 carports have garage doors at the entry. The apartments were built in two phases in 1970 & 1972, and were recently evaluated by others using the ASCE/SEI Seismic Evaluation of Existing Buiidings(ASCE 31-02) for compliance with HUD's seismic requirements. The results recommended adding moment frames at the carport entry, and plywood shear walls at the east and west perimeter walls, and at the rear garage wall. The 2010 CBC was used as the basis for design of the shear wall and moment frame retrofit one stall each at north and south. One of the 7 buildings only has a carport on the north end due to unit 20 which occurs at the first floor at the southern half of the building, (along with a one story appendage for manager's office and storage rm). C/? M1315 Punn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Lime Grove Apartment SHEET NO 1 OF CALCULATED B HG DATE 7/12 CHECKED BY DATE SCALE DESIGN LOADS ROOF FLOOR DEAD LOADS (psf) Built Up Roof 40 5/8" Plywood 1 8 Truss 2 1 1/2" Gyp 22 Insulation 1 0 Stucco Soffit - ME&P 09 £ Dead Load 12.0 Live Load 16.0 Mansard Roof (plf) 30 0 WALLS Stucco DEAD LOADS Exterior (psf) Stucco -100 3/8" Plywd -1 1 1/2" Gyp 4 4 22 2x6 @ 16"oc -- 2x4 @ 16"o c 1 1 1 1 Batt Insulation (0 2xThickness) -08 Miscellaneous 05 08 X Dead Loads 6.0 160 DEAD LOADS (psf) (psf) Finish Floonng 1 0 1 0 3/4" Gyp Crete 75 75 3/4" Plywood 20 20 2x10@ l6"OC 28 28 Insulation 1 0 1 0 5/8" Gyp Board 28 - Stucco Sottit -10 0 ME&P 28 28 Misc 1 1 1 1 £ Dead Load 21.0 28.2 Live Load 40 0 40 0 Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760) 966-6355 Fax (760)966-6360 JOB Lime Grove Apartments SHEET NO a. OF CALCULATED BY HG DATE ' "7/12 CHECKED BY DATE SCALE DESIGN CRITERIA (LONGITUDINAL DIRECTION) CODE 2009 International Building Code (IBC) 2010 California Building Code (CBC) SEISMIC Building Occuoancv Cateqorv Seismic Desian Cateqorv D IE = 1 00 Fa = 1 000 Fv = 1 514 SQS ~ 0 861 SDI -0 490 T = 1 856 sec R = 20 no = 25 Cd = 20 Seismic Base Shear V = 1 OE = 0 132 *W V = 0 7E = 0 092 *W Vw/p=1.3= 0.120 *W WIND: Basic Wind Speed = 85 MPH Exposure = C (Strength Design) U^^^ (ASD) ASD Seismic Design Force (3-sec Gust) WOOD: 2005 NDS 2x& 3x >3x Douglas Fir-Larch No 2 Douglas Fir-Larch No 1 FOUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L 1500 PSF Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760) 966-6355 Fax (760)966-6360 JOB Lime Grove Apartment SHEET NO OF CALCULATED BY HG DATE 7/12 CHECKED BY DATE SCALE DESIGN CRITERIA (TRAVERSE DIRECTION) CODE 2009 International Building Code (IBC) 2010 California Building Code (CBC) SEISMIC. Buildinq Occupancy Cateqorv Seismic Desiqn Cateqorv D IE = 1 00 Fa = 1 000 Fv = 1 514 Sps -0 861 SDI -0 490 T = 0 299 sec R = 35 no = 30 Cd = 30 Seismic Base Shear V = 1 OE = 0 246 *W V = 0 7E = 0 172 *W Vw/ p=1 3= 0.224 *W WIND Basic Wind Speed = 85 MPH Exposure = G (Strength Design) 4- ^^^^ (ASD) ASD Seismic Design Force (3-sec Gust) WOOD 2005 NDS 2x & 3x Douglas Fir-Larch No 2 >3x Douglas Fir-Larch No 1 FOUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L 1500 PSF DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com SHEET NO CALCULATED BY. CHECKED BY SCALE ^__„ OF. DATE. DATE. <- A (5 © D PRODUCT 207 i' Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Lime Grove Apartments ETNO OF •EDBV HG DATE 7/12 £0 BY DATE SCALE LATERAL ANALYSIS (LONGITUDINAL DIRECTION) This building consists mainly of wood shear panels and liardy panel for shear resistence, Therefore, per 2009 IBC, for the entire structure. R= 2 Co= 2 5 Per IBC2009 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class Iviethod 1 Input Project Zip Code Response Spectral Acc (0 2 sec) S^ = Response Spectral Acc ( 1 0 sec) S, = Site Coefficient Fa = Site Coefficient = Max Considered Earthquake Acc SMS = Max Considered Earthquaite Acc SMI = @ 5% Damped Design SQS = SDI ~ l^ethod 2 Input the coordinate of project Latitude 33°10'48 91"N (24° to 50°) Longitude 117°21'49 24"W (-125° to-65°) From the Ground Motion Parameter Calculator by USGS SMS= 1 292 The seismic design parameters are SM1= 0 736 Ss = 1 292 g Fa = 10 SDS= 0 861 SI = 0 486 g Fv= 1514 SD1= 0 490 Use the seismic parameter from Method 2 lo supercede those from Method 1 Cd= 20 D Table 20-3-1, Default = D 92008 125%g = 1 251 g Figure 22-1 through 22-14 47%g = 0 472 g Figure 22-1 through 22-14 1 000 Table 114-1 1 528 Table 11 4-2 FaS, = 1 251 g (114-1) FvS, = 0 721 g (114-2) 2/3(S^e) = 0 834 g (114-3) 2/3(SMI) = 0 481 9 (11 4-4) Seiemic Design Category (SDC) Determination Building Occupancy Categones II Seismic Design Category for 0 Isec D Seismic Design Category for 1 Osec D S1 = 0 486 <0 75g Therefore. SDC = D Equivalent lateral force procedure To Determine Penod C, = Building ht Hr,= Approx Fundamental penod, Tg = Calculated T shall not exceed < Per Section 11 6 Is Structure Regular & < S stones 7 Response Spectral Acc ( 0 2 sec) Sj = @ 5% Damped Design Sps = Response Modification Coef R = Over Strength Factor SJ^ = Importance factor I = Seismic Base Shear V = or need not to exceed, Cs = or Cs = . Cs shall not be less than = Mm Cs = Use C, = 02 19 5 1 4 C,(hJ'* Cu Ta T < 0 8Ts Yes 1 50g '/=(Fa Ss) 2 2 5 1 00 C,W R/I Spi (RI\)J SQITL T^(R/I) 0 01 0 5Sit/R 0 132 x= 0 75 Table 1-1 Table 11 6-1 Table 11 6-2 Section 11 6 NOT Apply' Section 12 8 Tab!e12 8-2 ft for SDI of 0 490g Table12 8-1 = 1 856 TL= 8 Sec Figure 22-15 = 2 598 Use T = 1 856 sec = 0 8 SDI/SDS = 0 455 sec NG' Section 12 8 13 Fa = 1 00 = 0 OlOg =0 431 = 0 132 N/A For T < TL For T > T (114-3) Table-12 2-1 Table 11 5-1 (12 8-2) (12 8-3) (12 8-4) Design Base Shear V = 0 _13_2W = 0 122 ForSi>0 6g xO 7 (ASD)x 1 3(r) = 0 120 W (12 8-5) (12 8-6) i Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Lime Grove Apartments ET NO OF ED BY HG DATE 7/12 >E0 BV OATE SCALE LATERAL ANALYSIS (TRAVERSE DIRECTION) This building consists mainly of wood shear panels and hardy panel for shear resistence, Therefore, per 2009 IBC. for the entire structure, R= 3 5 ^0= 3 0 Per IBC2009 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Critena Cd = 30 Soil Site Class D Table 20-3-1, Default = 0 Method 1 Input Project Zip Code 92008 Response Spectral Acc (0 2 sec) Sj = 125%g = 1 251 g Figure 22-1 through 22-14 Response Spectral Acc ( 1 0 sec) S, = 47%g = 0 472 g Figure 22-1 through 22-14 Site Coefficient Fs= 1 000 Table 114-1 Site Coefficient Fv= 1 528 Table 11 4-2 Max Considered Earthquake Acc SMS= Fg SS = 1 251 g (114-1) Max Considered Earthquake Acc SMI = F^ S, = 0 721 g (114-2) @ 5% Damped Design SQS = 2/3(SMS) = 0 834 g (11 4-3) SD, = 2/3(SMI) = 0 481 g (11 4-4) Method 2 Input the coordinate of project Latitude 33''10'46 91 "N (24° to 50°) Longitude 117°2r49 24"W (-125Mo-65°) From the Ground Motion Parameter Calculator by USGS SMS= 1 292 The seismic design parameters are SM1= 0 736 Ss = 1 292 g Fa = 1 0 SDS= 0 861 SI = 0 486 g Fv = 1 514 SD1= 0 490 Use the seismic oarameters from Method 2 In siinRrreflR thoRe from Method 1 Seiemic Design Category (SDC) Detemiinatton Building Occupancy Categones tl Table 1-1 Seismic Design Category for 0 Isec D Table 116-1 Seismic Design Category for 1 Osec D Table 11 6-2 SI = 0 486 <0 75g Section 11 6 NOT Apply ' Therefore, SDC = D Equivalent lateral force procedure To Determine Penod 0,= Building hi Hn = Approx Fundamental penod, Tg = Calculated T shall not exceed < Per Section 11 6 Is Structure Regular & < 5 stones 7 Response Spectral Acc ( 0 2 sec) Sj = @ 5% Damped Design Spg = Response Modification Coef R = Over Strength Factor = Importance factor I = Seismic Base Shear V = C. = . x= 0 80 0 028 19 5 1 4 C,(hn)' Cu Ta T < 0 8Ts = 0 8 SDI/SDS = Yes 1 50g '/3(F, Ss) 35 3 1 00 CsM/ SDS Fa = 1 00 = 0 OlOg R/I =0 246 or need not to exceed Cg = = 0 464 For T < TL (12 8-3) (R/I)T = 0 464 (12 8-3) or C. = SQITL N/A For t > TL (12 8-4) T^(R/I) N/A For t > TL (12 8-4) T^(R/I) (12 Cs shall not be less than = 0 01 (12 8-5) Mm Cs = 0 5Sil/R = 0 069 For S, > 0 6g (12 8-6) Use Cs = 0 246 Design Base Shear V = 0 246 W > 0 7 (ASD) x 1 3 (r) = 0 224 W Section 12 8 Table12 8-2 ft forSoiOf 0 490g Table12 8-1 = 0 301 TL= 8 Sec Figure 22-15 = 0 422 Use T = 0 301 sec 0 455 sec OKI Section 12 8 1 3 (11 4-3) Table-12 2-1 Table 11 5-1 (12 8-2) s Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 Directionailv Independent Dftsinn Parameters Building Category' Importance Factor, I -• Basic Wincd Speed (3-sec, mph). V • Exposure Category • Directior\ali\y Facto, • (0 •• 1 00 85 C 0 85 1 Velocity Pressure Exposure Coefficient a= 95 = 900 ft Structure Height (fl^ 15 Lime Grove Apartment 7 HG 7/10/2012 Rigid Structures With Flat Roofs Top of Roof Elevation Top of Parapet Elevation Max Honzontal Dimension Mm Honzontal Dimension Parapet Factor Windvvarc) Parapet Factor LeewarcJ 17 ft 25 fl 52 ft 37 ft 1 5 -1 0 NG 17 3?5- 17 17 17 17 17 Parapet Kz = 2 01*(z/Zg)" = 0 85 Topographic Factor 0 87 0 87 0 87 0 87 0 87 2-D Ridge I X 12-D Escarp[ Elevation Change H= 10 fl Crest to Mid-Height, Lh = 1 ft Dist from Crest, x = 0 ft H / L. = 0 50 MAX ] 3-D Hill) 1 < 15ft Topographic Factor NOT Required IDownwind of Crest' I No | 0 87 0 58 ("X" One Box) (Yes or No) K;=l-{|x|/MLh) = 0 73 1 00 30 1 5 Structure Height (fl) 15 17 17 17 17 17 17 Parapet K3 = e'^'-"' = Oil 0 08 0 08 0 08 0 08 0 08 0 08 0 69 K„ = (1 + K, K3)' = 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 ^ Pressure Structure Height (ft) 15 17 17 17 17 17 17 Parapet qz = 0 00256 KiK„KdV'ltD = 13 35 1370 13 70 1370 13 70 13 70 13 70 9 15 Directionallv Dependent Gust Effect Factor Extarnal Pressure Coefficients Short Direction | Windward Walls, Cp =1 0 8 0 850 Leeward -0 50 G, = 0 850 psf Long Direction | Windward Leeward Walls, Cp =\ 08 -0 42 Design Wind Pressures Short Direction Windward Leeward PWBIIS = qhGs Cp=l See Below -5 82 psf Leeward Parapet -9 15 psf Stnjcture Height (fl) 15 17 17 17 17 17 17 Parapet Pwdiis - Pz Cs Cp = 9 08 9 32 9 32 9 32 9 32 9 32 9 32 13 73 psf Pwui = qz Gs Cp -qh Cp= 14 90 1514 15 14 15 14 1514 1514 15 14 22 88 psf Long Direction Windward Leeward PwBiis = qn GL Cp=l See Below -4 88 psf Leeward Parapet -9 15 psf Stnjcture Height (ft) 15 17 17 17 17 17 17 Parapet PWBIIS = Pz GL Cp = 9 08 9 32 9 32 9 32 9 32 9 32 9 32 13 73 pst PBIOI = qz Gs Cp -q^ Gs Cp= 13 95 14 20 14 20 14 20 14 20 14 20 14 20 22 88 psf Building Elements (*)GCp (-) GCp GCp, Force at Highest Elev Walls Main-(4) p= q.[(GCp)-(GCp,)] EQ 6-22 0 93 -1 1 -0 18 17 54 psf Walls Corners-(5) P= qhHGCp)-(6Cp,)] EQ6-22 1 -1 2 -0 18 18 91 psf Parapets p= qp(GCp-GCpi) EQ 6-24 22 -0 20 13 psf Main Roof Uplin-(1} P= qh«GCp)-(GCp,)] EQ 6-22 1 -08 0 18 16 17 psf Roof uplift at Ends and Peaks-(2] P= qhl(GCp)-(GCp,)l EQ 6-22 1 1 -1 0 018 17 54 psf Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Lime Grove Apartments SHEET NO OF CALCULATED BY HG DATE 7/12 CHECKED BY DATE* SCALE WIND ANALYSIS Exposure C Basic Wind Speed mph 1= l-o Traverse Direction Pi= lM >^ psf at 0'-15' P2 = _LliiiL_Psf at 15'-20" P3 = ^Ll^Psf at 29^' Cf'^^'^pe-V P4 = psf at 25-30' P5 = psf at 30'-40" Longitudinal Direction p, = 13.^^ psf at 0'-15' P2 = J!l£L_PS^ at 15'-20' p., = psf at-2e'=25^ ^pt^-^(oe[ ^ P4 = psf at 25*-30' P5 = psf at 30'-40" f / / Governing Lateral Forces Wind Desian Seismic Desian Roof Level Traverse direction lbs ]5%00 lbs Longitudinal direction lbs ^(.^00 lbs Floor Level Traverse direction* lbs W'oOO lbs Longitudinal direction lbs 66^0 lbs Total Base Shear* Traverse direction lbs <^1O0 lbs ^fi^H^^ aoverns Longitudinal direction lbs \-6'L10 lbs •^t^i&hiC aoverns Longitudinal direction Dunn Savol© inc Structural Engineers 908 S Cleveland St Oceanside, CA 92064 Tel (760) 966-6356 Fax (760) 966-6360 JOB Verizon Wireless - Gillespie Field SHEET NO OF CALCULATED BY SRG DATE 6/12 CHECKED BY DATE SCALE Seismic Governed Design Level f^OO'^ Direction jr^AV^J^t Lateral Force / Overall Floor Area = v = psf Line Tributary Area, T A = Load, (v)(TA)=' Other Loads = Total Load.TL =' Shear Wall Length, L = TL/L=' 5^^ 6 = 10 sy Use ^ ^per Shear Wall Schedule Overturning* Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift =' Use, ^^per Holdown Anchor Schedule • Holdowns Not Required Use: Xy^per Holdown Anchor Schedule • Holdowns Not Required ft^ lbs lbs "ibs^-- ft plf ft •ft-lb •ft-lb •ft-lb •lbs Line M Tributary Area, T A = Load, {v)(T A ) = 6 . X <S>\'^ lbs Other Loads = <^ .CO ^ Q'/Q = 7 6^ 'I lbs Total Load, T L = lbs Shear Wall Length, L = 70 ' ft TL/L = 1 2- H^l / plf Use- ^P^per Shear Wall Schedule Overturnina: Shear Panel Length = ao' 20 ' ft OT Moment = = ]0'5(^^ ft-lb Resisting Moment =711}^ = S-ST^t ft-lb Net Moment = = ^/^RO^ ft-lb Uplift = = y.^c,'^ lbs Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside. CA 92054 Tel (760) 966-6355 Fax (760)966-6360 JOB Verizon Wireless - Gillespie Field SHEET NO OF CALCULATED BY SRG DATE 6/12 CHECKED BY DATE SCALE Seismic Governed Design Level flc>oj^ Direction LOfJ&^noD\f^/\' Lateral Force / Overall Floor Area = v = psf Line 6Z X C-h-J/i^ Tributary Area, T A 6Z X C-h-J/i^ ft^ Load, {v){T A) = ^401 lbs Other Loads = ^W72 lbs Total Load, T L = 75-7^^ lbs Shear Wall Length, L -ft TL/L plf Use*(g ^per Shear Wall Schedule Overturninq. Shear Panel Length = ft OT Moment 65 X \7^^.S fl-lb Resisting Moment = ft-lb Net Moment = <i-y^'^sr ft-lb Uplift = ^1 36 lbs Use 2£ Holdown Anchor Schedule D Holdowns Not Required Line Tributary Area, T A = Load, (v)(TA)=' Other Loads = Total Load, T L =' Shear Wall Length. L=' TL/L=' Use ^ )per Shear Wall Schedule Overturninq Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift =• Use Holdown Anchor Schedule • Holdowns Not Required ft^ "lbs "lbs 'lbs "ft •plf ft 'ft-lb 'ft-lb 'ft-lb "lbs HSS8X4X10 X X 00 CO X X 00 CO CO Solution Envelope Dunn Savoie, Inc Lime Grove Apartments Moment Frame July 19, 2012 at 5 14 PM MOMENT FRAME Pinned 10 ft r3d 13 8 469k HSS8X4X10 X X 00 CO CO X X CO CO CO X Loads BLC 3, Seismic Solution. Envelope Dunn Savoie, Inc Lime Grove Apartments Moment Frame SEISMIC LOADS July 19, 2012 at 5 15 PM MOMENT FRAME Pinned 10 ft r3d M Losds BLC < Dead loeO Dunn Savoie, Inc Lime Grove Apartments Moment Frame DEAD LOADS July 19, 2012 at 5 09 PM MOMENT FRAME Pinned 10 ft r3d 1^ Loads BLC 2 Lrie Load Dunn Savoie, Inc Lime Grove Apartments Moment Frame LIVE LOADS July 19, 2012 at 5 09 PM MOMENT FRAME Pinned 10 ft r3d 9 o 00 CO CO HSS8X4X10 >5 X 00 co! X 34 4 -38 9 Solution. Envelope Mennber z Bending Moments (k-ft) Dunn Savoie, Inc Lime Grove Apartments Moment Frame July 19, 2012 at 5 14 PM MOMENT FRAME Pinned 10 ft r3d 7 Company Designer Job Number Dunn Savoie, Inc Lime Grove Apartments Moment Frame July 19, 2012 5 25 PM Checked By _ Load Combinations ASCE1 Yes DL 1 4 ASCE 2 Yes DL 1 2 LL 1.6 * ASCE 3 Yes DL 1 2 LL 1 ASCE S a Yes DL 1 2 EL 1 LL 1 ; ASCE 5 Yes DL 1 2 EL -1 LL 1 ASCE7a Yes' DL .9 EL 1 J -, c ; • • ASCE 7 B Yes DL 9 EL -1 DEADL. DL 1 i - LIVE LO LL 1 EARTH.. EL 1' - EARTQt EL -1 Envelope Joint Reactions Joint Xfkl Ic Yfkl lc Zlkl Ic MX [k-ftl Ic MY fk-ftl Ic MZ fk-ftl lc NI max 4 582 5 9 967 5 0 1 0 1 0 1 0 1 * , _ -rnin /-4.052 6 -5 723 6 Of 1 0^ r :: a - > '1-. 0 . . 1" N4 max 4 049 7 9 967 4 0 1 0 1 0 1 0 1 min -4.578 4 -5.723 7 0 1 ^0 .- • 1 0 1 o: 1 Totals max 8 469 7 6 496 2 0 1 mm -8.469 6 . 2.952 6 0^ 1 Envelope Member Section Forces Ml 1 Imax 9 967 5 4 052 6 0 1 0 1 0 1 0 1 mm -5.723 6 -4.582 5 .0 1 0 •\ 0 . 1 0 1 2 max 9 967 5 4 052 6 0 1 0 1 0 1 9 736 5 •- mm -5.723 6 ^.582 5 0 0 "1 0 •] -8.611 6 3 max 9 967 5 4 052 6 0 1 0 1 0 1 19 472 5 min r5.723 . 6 -4.582 .5 0 •] 0 •] 0 ^ •l 6- 4 max 9 967 5 4 052 6 0 -] 0 1 0 -1 29 208 5 -min. -6.723 6 -4.582 5 ,0 •J 0 '\ 0 1 -25.832 6 5 max 9 967 5 4 052 6 0 1 0 1 0 1 38 944 5 min -5 723 6 -4.582 5 0 . 0 "1 0 . -34.443 6 1 M2 1 max 4 578 4 9 967 5 0 1 0 1 0 1 38 944 5 •> mm •^.049 7 -5.723 6 0 0 ^ -34.443 6 2 max 4 578 4 8 583 5 0 1 0 1 0 1 1681 7 • >• mm .4.049 7 T6461 6. 0 ^ 0 , 1 0 - 1 -20:267 4 3 max 4 578 4 7 199 7 0 1 0 1 0 1 -2 109 7 mm -4.049 7 -7.199 4 0 •J 0 _— 0 -4.675 2 4 max 4 578 4 6 461 7 0 1 0 1 0 1 16 779 6 rriin -4.049 7 -8.583. 4 0 -1 0 •J 0 -20 236 5 5 max 4 578 4 5 723 7 0 1 0 1 0 1 38 913 4 min -4.049 7 ^9.967 4 0 * 0-0 -34 413 7 M3 1 max 9 967 4 4 049 7 0 1 0 1 0 1 34 413 7 —; 1 — min -5.723 7 . -4 578 4 0 ' 0 0 •J -38.913 4 2 max 9 967 4 4 049 7 0 1 0 1 0 1 25 809 7 min -5:723. 7 ^578_ 4-•0 0 0 -29.185 4 3 max 9 967 4 4 049 7 0 1 0 1 0 1 17 206 7 niin . -5.723 '"7 •4.578 4 0. 1* -0 1 -0 1 .19457 4 4 max 9 967 4 4 049 7 0 1 0 1 0 1 8 603 7 - *• - mm -5.723 7 -4.578 4 : 0 1 0 •j 0 -9.728 . 4 5 max 9 967 4 4 049 7 0 1 0 1 0 1 0 1 min -5 723 7 -4.578 4 0 T - 0. -1 0-1 0 -.1 RISA-3D Version 5 0 [U \ \ \Lime Grove Apartments\Risa Final\MOMENT FRAME Pinned 10 ft r3d] Page 1 1^ Company Designer Job Number Dunn Savoie, Inc Lime Grove Apartments Moment Frame July 19, 2012 5 25 PM Checked By _ Envelope Joint Displacements Joint Xfin] Ic Y[inl Ic Zfinl Ic X Rotation ( Ic Y Rotation f Ic Z Rotation (r Ic NI max 0 6 0 6 0 1 0 1 0 1 0 1 -mlh 0 . 5 / 0 5 0 0 '' 0 ^ •\ 0 1 N2 max 1 018 4 002 6 0 1 0 1 0 1 3 483e-3 7 mm -1.018 7 * -.003 5 ^ 0 i .1 0 f 0 , •] -4 263e-3 4 N3 max 1 017 6 002 7 0 1 0 1 0 1 4 254e-3 5 min -1.017 5 - -.003 4 0 1 0 ' 1 0 1 -3.474e-3 6 N4 max 0 4 0 7 0 1 0 1 0 -j 0 1 min ' 0 7' - 0. ' 4 0 1 0 t 0 i 0 1 Joint Coordinates and Temperatures Label Xfftl Yfftl Zfftl Temo FFI Detach From Diaph NI 0 0 0 0 ; N2 i' ^ 0." 8.5 0 -.0 ^ , '' X. , ' " N3 10 85 0 0 • . N4' ' • 10 - -« 0 ,X\ .. 0 -0 General Material Properties Label E rksil G ricsn Nu Therm f\1E5 F^ Densitvrtt/ft''31 aen Conc3NW 3155 1372 15 6 145 oen Conc4NW 3644i 1584 .15 .6 .145 aen Conc3LW 2085 906 15 6 11 1 oen Conc4LW 2408 ^ 1047 .15 . .6 '11 aen Alum 10600 4077 3 1 29 173 Basic Loatf Cases BLC Descripti Cateoorv XGra YGra ZGra Joint Point Distnbuted Area (Member) Surface (Plate) Dead Load DL 1 1 Live Load LL -- 1 i . ' <| Seismic EL 1 i 2 1 1 1 Member Distributed Loads Member Label Direction M2_ Y Start Maaniludelkyft.deo] -328 End Magnitude[k/ft,d 1 -328 Start Location[ft.%] 0 End Location [ft. %1 0 n Joint Loads and Enforced Displacements Joint Label L.D.M Direction No Data to Print Maonituderk.k-ft in.rad k*s^2mi Member Primary Data Label 1 Joint J Joint K Joint Rotatefdeol Section/Stiaoe Desion List Tvoe Material Desion Rules Ml NI N2 HSS8X4X10 Tube Column A36 TvDical M2 ^ . _N2 N3 . - S HSS8X4X10 TubeT ' Beam •A36 - TVDical M3 N3 N4 HSS8X4X10 Tube Column A36 TvDical R1SA-3D Version 5 0 [U \ \ \Lime Grove Apartments\Risa Final\MOMENT FRAME Pinned 10 ft r3d] Page 2 Company Designer Job Number Dunn Savoie, Inc Lime Grove Apartments Moment Frame 1^ July 19, 2012 5 25 PM Checked By _ Envelope Member Section Deflections Ml 1 max 0 1 0 1 0 1 0 1 NC 1 NC t min ; 0 -1 0 1 0 0 1 NC 1 NC •\ 2 max 0 6 334 5 0 -j 0 1 1276 111 5 NC 1 ° min :0 ^ 5' -.325 ' 6 . 0 1 ^ 0 1 1442.864 6 NC •\ 3 max 0 6 637 5 0 1 0 1 797 57 5 NC 1 nrtin -.0017 5 -.622, 6 ^ 0 ' •\ 0 1^ - 90179 6 NC <^ 4 max 001 6 876 5 0 1 0 ' 1 911 508 5 NC • min -.002; 5" -863 6 0 1, 0 1 1030.617 6 NC '\ 5 max 002 6 1 018 7 0 1 0 1 NC 7 NC 1 min -.003 -.5 -1 018 4 , 0 1' . 0 i: NC 4 NC •] M2 1 max 1 018 4 002 6 0 1 0 1 NC 6 NC p — mm -1.018 ' 7 -.003 5 0 1 -J, 0 "1 NC 5 ^ NC -] 2 max 1 018 4 03 7 0 1 0 1 3778 411 7 NC .mm -1.018 7 -.058 4 0^ "I, 0 '1 2056 693 4 NC-'I 3 max 1 018 4 -014 7 0 1 0 1 8834 032 7 NC L min ^1018 7 -.031 2 0 0 .V 3973.586 2 NC •\ 4 max 1 017 6 03 6 0 1 0 1 3803 524 6 NC mm -1.017 5 -.058 5 0' •J, 0 t 2064 313 ,5 NC 5 max 1 017 6 002 7 0 1 0 1 NC 7 NC mm -1.017 5 -.003 4 0 '\ 0 '1 NC 4 NC '\ M3 1 max 003 4 1 017 5 0 1 0 1 NC 5 NC 1 -min , - 002 7 -1.017 6 0 •1 0 1 NC 6 NC "1 2 max 002 4 862 7 0 1 0 1 1031 538 7 NC 1 mm -.001 7 -.874 4 0 "1 Q 1 912.228 4 NC 1 3 max 001 4 621 7 0 1 0 1 902 596 7 NC -j mm 0 7 r.636 4 0 0 1 798.2 4 NC 4 max 0 4 325 7 0 1 0 1 1444 154 7 NC min 0 7 -.334 4, 0 •J 0 . 1 1277.12 4 NC 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 1— cL. min 0 1, 0 1 0 1 . ,0 ll > Uc \ 1 Nc: ^ . 1 Envelope Member Section Stresses Ml 1 max 85 5 436 6 0 1 0 1 0 1 0 1 0 1 mm ..408 6> -493 5' 0 -1' 0 1 0 .1 ' b ^ ^0 ' 1 2 max 85 5 436 6 0 1 5 044 6 5 704 5 0 1 0 1 - -mirf -.4«8 6^ -.493 5 ^ 0 1. -5 704 5 -5.044 6. 0 . <\ 0 1 3 max 85 5 436 6 0 1 10 089 6 11 407 5 0 1 0 1 mm -.488 •6^ -.493 5 0 1 -11.407. 5 -10 089 6 : 0 1 0 4 max 85 5 436 6 0 1 15 133 6 17 111 5 0 1 0 1 min -488 6^ -.493. 5 ' 0 i -17111 5 -15.133. 6 0 0 1 5 max 85 5 436 6 0 1 20 178 6 22 814 5 0 1 0 1 "• min -.488 6_ -.493 '5 0 1 -22.814 5 -20.178 6 0 _ . 0 1 M2 1 max 39 4 1 072 5 0 1 20 178 6 22 814 5 0 1 0 1 min -.345 7. -.615 6 0 1 -22.814 5 -20.178 6 0 1 0 1 2 max 39 4 923 5 0 1 11 873 4 9 848 7 0 1 0 1 rtiiri -345' 7, -.695 6 0 -9848 7 -11.873 4 0 f 0 i 3 max 39 4 774 7 0 1 2 739 2 -1 236 7 0 1 0 1 mm^ , -345 7--774 4 OL' 1 1 236 7 -2.739 2' 0 _ 0 _i 4 max 3^ 4 695 7 0 1 11 855 5 9 83 6 0 1 0 1 mm ^.345 7' -.923 4 0 .1 J--9.83 6 -11.855 5 0 ^ 0 1. 5 max 39. 4 615 7 0 1 20 16 7 22 796 4 0 1 0 1 -mm. ^.345^ 7 -t.072 4 ~ 0 1 -22.796 4 -20.16 7 . 0 1 0 M3 1 max 85 4 435 7 0 1 22 796 4 20 16 7 0 1 0 1 mm -488 7 -492 4 0 1 -20.16 7 -22 796 4 1 0 RISA-3D Version 5 0 [U \ \ \Lime Grove Apartments\Risa Final\MOMENT FRAME Pinned 10 ft r3d] Page 3 lO Company Designer Job Number Dunn Savoie, Inc Lime Grove Apartments Moment Frame July 19, 2012 5 25 PM Checked By_ Envelope Member Section Stresses (Continued) Member Sec max Axial[ksi] Ic 85 yShear[k Ic 435 z Shearfk. 0 Ic y-Top[ksi1 Ic 17 097 y-Bot[ksi] Ic 15 12 z-Top[ksi] Ic 0 z-Botfksi] Ic 0 mm. -.488 -.492 -1512 -17.097 max 85 435 11 398 10 08 mm -488 -.492' -10.08 -11.398 max 85 435 5 699 5 04 mm -.488 -.492 ^•04 -5.699 max 85 77 435 1 0 mm ..488 r -.492 Envelope ASD Steel Code Checks Ml HSS8X4X 1 000 85 5 034 0 Y 5 16 66 21 6 23 76 23 76 1 75 6 6 H1-2 'M2 ' HSSaX4X. .978 • -10: 4 J .074 ;-10 y '4 15 385 2t.6v 23:76 23 76 2:3: .6 .85 < H1-2 M3 HSS8X4X 999 0 4 034 0 V 4 16 66 21 6 23 76 23 76 1 75 6 6 HI-2 RISA-3D Version 5 0 [U \ \ \Lime Grove Apartments\Risa FinalVMOMENT FRAME Pinned 10 ft r3d] Page 4 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi(Q)surfdsi com SHEET NO 0F_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. t ± 0 :!.7^ i2i ) 0 so Ib^ D PRODUCT 207 www hilti us Prbfis Anchor 2 3 0 Company Specifier Address Phone I Fax E-Mail Dunn Savoie Structural Engineers H Gabilan Page Project Sub-Project I Pos No Date Lime Grove Apartments 7/16/2012 Specifier's comments 1 Input data Anchor type and diameter Effective embedment depth Matenai Proof Stand-oft installation Anchor plate Profile Base matenai Reinforcement Seismic loads (cat C, D. E, of F) Geometry [in] & Loading [lb, in Ib] Hex Head ASTM F 1554 GR 36 3/4 hei = 15 000 in ASTM F 1554 design method ACI 318 / CIP eb = 0 000 in {no stand-off), t = 0 500 in I, X ly X t = 16 000 in X 11 000 in x 0 500 in . (Recommended plate thickness not calculated) Rectangular HSS (AISC). (L x W x T) = 8 000 in x 4 000 tn x 0 313 in uncracked conaete 2500, \l = 2500 psi h = 21 000 in tension condition A, shear condition A, edge reinforcement > No 4 bar wnth stirrups yes (D 3 3 5) 2 Proof I Utilization (Governing Cases) Loading Proof Design values [Ib] Utilization Load Capacity pw I pv [%] status Tension Shear Loading Concrete Breakout Strength concrete edge failure in direction y* 8992 4286 16804 5910 54/- -/73 Utilization PNV P/'o] OK OK status Combined tension and shear loads 0 535 0 725 5/3 94 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed reporti Fastening meets the design criteria! Inpul data and results must be checked \& agreement with the existing conditions and lor plausibilityl PROFIS Anchor ( c ) 2003 2009 Hilii AG Fl 9494 Schaan Hilli is a registered Tfademark of Hilli AG Schaan www hiltf us Profis Anchor 2.3 0 Company Specifier Address Phone I Fax E-Mail Dunn Savoie Structural Engineers H Gabilan Page Project Sub-Project I Pos No Date 10 Lime Grove Apartments 7/16/2012 7 Installation data Anchor plate, steel - Profile Rectangular HSS (AISC), 8 000 x 4 000 x 0 313 in Hole diameter in the fixture d, = 0 813 in Plate thickness (input) 0 500 in Recommended plate thickness not calculated Cleaning No cleaning of the drilled hole is required 000 Anchor type and diameter Hex Head ASTM F 1554 GR 36 3/4 Installation torque -0 009 in Ib Hole diameter in the base matenai - in Hole depth in the base matenai 15 000 in Minimum thickness of the'base matenai 17 000 in 8 000 1 500 13 000 1 500 Coordinates Anchor in Anchor x y 1 -6 500 -3 500 7 000 9 000 2 6 500 -3 500 7 000 9 000 3 -6 500 1 000 11 500 4 500 4 6 500 1 000 11 500 4 500 Input data and results musl be checked for agreement with the existing conditions and (or plausibility^ PROFIS Anchor ( c ) 2003 2009 Hilli AG FL 9494 Schaan Hiiti is a registered Trademark of Hilli AG Schaan DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi.com JOB. SHEET NO CALCUUTED BY. CHECKED BY SCALE 0F_ DATE. DATE. S'-io "^0= \bl^) ^ ^ lbs f=c?7- ^S\(^Ki a' D PRODUCT 207 z6 Combined Footing Rb lJ\hoabDBr)^shB«fUJrne&oveA|ur&mritsUlra L ENERCALC. INC ISBSaill, BUM'S 12.612. V6r61ZB12 1 |Lic. #:KW-0600293l -. -^-X ^ ••- ^•'X>:^l/:-Xj:X^^^,^:^^^ ./: 'iiLicensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS ' Description Footing Under Moment Frame Code References ^ ' . . / Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used 2006 IBC & ASCE 7-05 i General Information ^ . . . '\ . U. . IVtaterial Properties fc Concrete 28 day strength fy Rebar Yield Ec Concrete Elastic Modulus Concrete Density (j) Phi Values Flexure Shear 2 50 ksi 60 ksi 3122 ksi 145 pcf 09 075 Analysis/Destgn Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Mm Steel % Bending Reinf (based on'd') Mm Alk)w % Temp Rernf (based on thick) Mm Overturning Safety Factor Mm Sliding Safety Factor Yes No 0 0014 0 0018 1 130 1 1 130 1 Allowable Soil Beanng Increase Bearing By Footing Weight 1 50 ksf Yes Soil Passive Sliding Resistance 150 0 pot (Uses entry for Fooling Oase deplti beiow soil surface" for force) Coefficient of Soil/Concrete Fnction 0 250 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allowable pressure increase per foot when base of footing is below Increases based on footing Width Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Beanng Pressure (A value of zero implies no limit) Adjusted Allowable Soil Beanng (Allowable Soil Bearing adjusted for footing weigtit and depth S. width increases as specified by user) ksf ft ksf ft ksf 1 790 ksf r DlnTengjpns & Reinfdrcfa Distance Left of Column #1 = Between Columns = Distance Right of Column #2 = Total Footing Length Footing Width Footing Thickness = 2 0 ft Pedestal dimensions 80ft 20ft ft Sq Dim = Height = Col #1 Col #2 110 llOin in 3 250 fl 24 0 in Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = 3 in 3 m Bars left of Col (fl Bottom Bars Top Bars Bars Btwn Cols Bottom Bars Top Bars Bars Right of Col #2 Bottom Bars Top Bars Count Size]!/ As Actual As Req'd 0930 0930 0930 0930 0 930 0 930 OOin' OOin' OOm'^2 0 010*^2 0 0in^2 OOin'^2 Applied @ Left Column Axial Load Downward Moment (-tCW) Shear(+X) Applied @ Right Column Axial Load Downward Moment (-K^W) Shear(+X) Overburden Lr W 1 312 1312 0 060 0 640 0640 -8 998 -4 235 8 998 4 235 k k-ft k k k-ft k File' U ViflslMl^^HiredllJiTie Gmn ApertmeribVlrne grove ec6 ENERCALCINC 19a3^11,Bdld612.612. VbrS 12612 >.Ucensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS^ Design N.G. Combined Footing Uc.'#: KW-06002g3l Desaiption Footing Under Moment Frame ^ DESIGN SUMMARY Ratio Item Applied Capacity Governing Load Combmation PASS 05430 Soil Beanng 0 9720 ksf 1 790 ksf +0 60D-0 70E+H PASS FAIL 1 318 04092 Overturning Sliding 62 986 k-ft -5929 k 83 042 k-ft 2426 k 0 6D+0 7E 0 6D+0 7E PASS 2 550 Uplift 6 299 k 16 063 k ' 06D+0 7E PASS 0 06989 1-way Shear-Col #1 5 242 psi 75 0 psi +0 90D+E+1 60H PASS 02627 1-way Shear-Col #2 19 701 psi 75 0 psi +0 90D-1 OE+1 60H PASS 001811 2-way Punching-Col #1 2 717 psi 150 0 psi +0 90D+E+1 60H PASS 003454 2-way Punching - Col #2 5181 psi 150 0 psi +O90D+E+1 60H PASS 0000940 Flexure-Left of Col #1 - Top -0 008123 k-fl 86 476 k-ft +1 40D PASS 0002849 Flexure - Left of Col #1 - Bottom 0 2464 k-ft 86 476 k-ft +1 40D PASS 01084 Flexure • Between Cols • Top -9 377 k-ft 86 476 k-ft +1 20D+0 50L+0 20S-1 OE PASS 01398 Flexure - Between Cols - Bottom 12 093 k-ft 86 476 k-ft +0 90D+E+1 60H PASS 0 01930 Flexure - Right of Col #2-Top -1 669 k-ft 86 476 k-ft +1 20D+0 50L+0 20S-1 OE PASS 0 03933 Flexure - Right of Col #2 - Bottom 3 401 k-ft 86476 k-ft +0 90D+E+1 60H .SoltBearing Eccentncity Actual Soil Beanng Stress Actual / Allow Load Combination Total Beanng from Ftg CL @ Left Edge g Right Edge Allowable Ratio •K) 16 27 k 0000 ft 042 ksf 0 42 ksf 1 79 ksf 0 233 17 55 k 0 000 ft 045 ksf 045 ksf 1 79 ksf 0 251 -K)-K) 750Lr-.O 750L+H 17 23 k OOOOfl 0 44 ksf 0 44 ksf 1 79 ksf 0 247 •HD-K) 750L-K) 750S+W 17 23 k 0 000 ft 0 44 ksf 044 ksf 1 79 ksf 0 247 +0-K) 70E+H 16 27 k 2 368 ft 0 00 ksf 0 92 ksf 1 79 ksf 0 512 +O-0 70E+H 16 27 k -2 368 ft 092 ksf 0 00 ksf 1 79 ksf 0 512 +{)-tO 750Lr-K) 750L-K) 750W+fl 17 23 k 0 000 ft 0 44 ksf 044 ksf 1 79 ksf 0 247 +D-K) 750L-K) 750S-K} 750W+H 17 23 k OOOOfl 0 44 ksf 0 44 ksf 1 79 ksf 0 247 •HD+O 750Lr-K) 750L-»O 5250E-^t^ 17 23 k 1 677 ft 0 07 ksf 0 81 ksf 1 79 ksf 0 453 +0-K) 750Lr-K) 750L-0 5250E+W 17 23 k -1 677 fl 0 81 ksf 0 07 ksf 1 79 ksf 0 453 +0+0 750L+O 750S+0 5250E+H 17 23 k 1 677 fl 0 07 ksf 0 81 ksf 1 79 ksf 0 453 +D+0 750L+O 750S-0 5250E+fl 17 23 k -1 677 fl 0 81 ksf 0 07 ksf 1 79 ksf 0 453 +0 60D+0 70E+fl 9 76 k 3 946 fl 0 00 ksf 0 97 ksf 1 79 ksf 0 543 +0 60D-0 70E+fl 9 76 k -3 946 fl 0 97 ksf 0 00 ksf 1 79 ksf 0 543 Load Combination Moments about Left Edge k-ft Overturning Resisting Ratio Moments about Right Edge k-ft Overturning Resisting Ratio D D+L 06D+0 7E 0_6D-0 7E 'Shdliiiraabjli^ 0 00 0 00 24 46 62 99 TT' 0 00 0 00 121 57 83 04 999 000 999 000 4 971 1 318 0 00 000 62 99 24 46 000 0 00 83 04 121 57 999 000 999000 1318 4 971 Load Combination Sliding Force Resisting Force Sliding Safety Ratio D D+L 0 6D+0 7E 0 6p_-0 7E. , ^ Fmiting'Fiexure < Mmdmum Valura for Load Comblnatidn 000 k 000 k -5 93 k 5 93 k 4 04k 4 36 k 2 43 k 2 43 k 999 999 1409171023781 1409171023781. Load Combination Mu Distance from left Tension Side As Req'd Governed by Actual As Phi*Mn Mu / PhiMn 0 6D-0 7E 0000 0 000 0 0 000 0 0 000 0 000 0 000 +1 40D -0 003 0 040 TOD 1 685 Mm Temo % 0 930 86 476 0 000 +1 40D -0 005 0 080 Too 1 685 Mm Temp % 0 930 86 476 0 000 +1 40D -0 006 0120 Too 1685 Mm Temo % 0 930 86 476 0000 +1 40D -0 007 0160 Too 1 685 Mm Temo % 0 930 86 476 0000 +1 40D -0 008 0 200 TOD 1 685 Mm Temo % 0 930 86 476 0000 +1 40D -0 008 0 240 Too 1 685 Mm Temp % 0 930 86 476 0000 +1 40D -0 008 0 280 Too 1685 Mm Temo % 0 930 86 476 0 000 +1 40D -0007 0 320 Too 1 685 Mm Temo % 0 930 86 476 0000 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email* dsi(S)surfdsi.com JOB SNFFTNO CALCULATED BY DATE V' CHECKED BY DATE r RC.M f X-/^/\ X-/^/\ t: 15 f— ' _^ lb'-' 4 UArr^/^v ij-e^ai^yi-Y'. pTr^cco^zc ^ )'=c> ps-C/ ^ \'5^Vn^X ^g)-^ f^c?cjr'i»^^-i AWP A-s^fMrP C?AP3 C^M ^ 6. 8 3 lbs , rcc^TA^ c^VfKK^^^ ^ ^7,6 ^ue^ys- +c::>,'2Sx ^.^'5'^ r^crc?F cTf sAfB-t^ - CdJiL. = ^ 1.13 Q a Pv 0 i /\ s ^ SC^)' ^ ^ I ^ 6 a OCX:'')- ^ H^io / U > 5 2^*? /ti CB121385 1050 CHINQUAPIN AV LIME GROVE APARTMENTS-SEIZMIC / acv Approved By BUILDING PLANNING ENGINEERING )X^£i^ FIRE Expedrte? Y N r ' AFS Checked by HazMat APCD Health Forms/Fees Sent Reed Due? By Encina V N Ftre Y N HazHealthAPCD V N PE&M Y N J School V N Sewer Y N Stormwater V N Special Inspection Y N CFD Y N LandUse Density ImpArea FY Annex Factor PFF Y N Comments Date Date Date Date Buildrng Flanntng Engineering Fire Need? A , (xMJ^AX^^/xn J, poone / • Done • Done • Done • Done SW • Issued