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HomeMy WebLinkAbout2293 COSMOS CT; ; CB931299; PermitBUILDING PERMIT 12/17/93 14.37 Page 1 of 1 Job Address: 2293 COSMOS CT Suite: Permit Type INDUSTRIAL TENANT IMPROVEMENT Parcel No- 213-050-45-00 Lot#- Valuation- 2,500 Construction Type NEW Occupancy Group- Reference*• Description- ADD WINDOW AT WALL Appl/Ownr • AXIOM DEVELOPMENT COMPANY 3039 CRESTA WAY , - LACUNA BEACH, CA 92651 Permit No: CB931299 Project No- A9301853 Development No. 5103 12/17/13 000.1 01 02 C-DPHT 193=50 Status. PENDING Applied. 11/29/93 Apr/Issue. Entered By DC *** Fees Required **** ** 714 385-4810 Fees Collected & Credits * * * Fees Adjustments • Total Fees • Fee description Building Permit Plan Check Strong Motion Fee . Additional Plan Check * BUILDING TOTAL . 218 00 00 218 00 Fees' . ;. Total Credits : -•;..... To.tal Payments. Balance Due . Units ' Fee/Unit f ' "•• • .''• / •.• - * : '" o-/; 00 35 00 183. 00 Ext fee Data 54 00 35 00 1 00 128 00 218.00 FINAL APPROVAL DATE CITY OF CARLSBAD 2075 Las Palmas Dr , Carlsbad, CA 92009 (619) 438-1161 City of Carlsbad Building Department 2075 Las PaImas Dr., Carlsbad, CA 92009 (619) 438-1161 Jfl Tenant Improvement 1 PERMIT "IT HE A - L) Commercial U New Building B - D Industrial D New Building ' D Tenant Improvement C - D Residential D Apartment DCondo D Single Family Dwelling D Addition/Alteration D Duplex D Demolition D Relocation D Mobile Home D Electrical D Plumbing D Mechanical D Pool D Spa D Retaining Wall D Solar D Other 2 PROJECT INFORMATION PLAN CHECK NO. EST VAL PIAN CK DEPOSIT VAIJD BY DATE 4885 11/29/93 Or>01 01 02 35,00 FOR OFFICE USE ONLY Address Building or suite No Nearest Cross Street LEdAL DESCRIPTION *3e. L/\ Lot No Subdivision Name/Number KO . Unit No Phase No CHECK BELOW IF SUBM11 ILU D 2 Energy Calcs J&1 Structural Calcs ASSESSOR'S PARCEL D 2 Soils Report 4t*> OO D ] Addressed Envelope EXISTING USE PROTOSED USEDESCRIPTION OF WORK SQ FT # OF STORIES dJNlAL.1 NAME CITY (.it uillcrcnt trom applicant,) STATE C^^ ADDRESS ZIP CODE DAY TELEPHONE 4 APPLICANT LJ CON I RAC TOR UAGLN1 FOR CONTRACIOR QOWNLR >CJAGL-.N 1 KJK OWNtll NAME CJAAJ^TEP. c-Tt3U=5A«rtMflfi*NODRESS 6"7|C) CITY ZIP CODE DAY TELEPHONE CITY --1 ADDRESS ZIP CODE DAY TELEPHONE •'6 (JUN'i'KAtJIUK -iirNAME ~7 / CI'IY ^~*~"'5STS^/^TATE STATE LIC # ADDRESS ZIP CODE LICENSE CLASS DAY TELEPHONE COY BUSINESS LIC # ULSlCiNtK NAME CITY 7 WORKERS' COMPENSATION STATE ZIP CODE DAY TELEPHONE STATE LIC # Workers' Compensation Declaration I hereby affirm that I have a certificate of consent to sell-insure issued by the Director ot Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab C) INSURANCE COMPANY POLICY NO EXPIRATION DATE Certificate oFExemption I certily thai in (he performance ol the work lor which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California SIGNATURE DATE 8 OWNTR-BUIUJER DliOARAIlON Owner-Builder Declaration I hereby aifirm that I am exempt Trom the Contractors License Law for the following reason D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's I jcense law does not apply to an owner of property who builds or improves thereon, and who docs 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 ) D I, 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 docs 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) D I am exempt under Section Business and Professions Code for this reason (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 is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he 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 civil penalty of not more than five hundred dollars [$500]) SIGNATURE DATE COMPLETE THIS 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 Sulistance Account Act7 O YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF Tl IE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNIJ-SS THE APPLICANT HAS MET OR IS MEETING THE REQUIRCMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 9 tXJNS'l HUt.'lltJN LENDING ACiliNCY I hereby attirm that there is a construction lending agency lor the pcrtormance ol the work tor which this permit is issued (Sec 3097(0 Civil CodcJ LENDER'S NAME LENDER'S ADDRESS 10 APPLICANT CERTIFICATION I certify mat Ihave read the application ana state that the above intormation is correct I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP I LARMIESS THE OTY OF CARLSBAD AGAINST MI. UABnJTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF HIE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones 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 eTwork authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such pernjij) is suspenp^d^ep abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code) DATE \ WHITE- File YELLOW Applicant PINK: Finance ESGIL CORPORATION 9320 CHESAPEAKE DR . SUITE 208 SAN DIEGO, CA 92123 (619) 560-1^63 JR I 5 D CTI JURISDICTION. C i l-i £?^V (^Xr^ks^A _ QpLV^i -i I / CFIL2 CO?Y PL-.N CHECK NO: d fcz) ^ b> - \^*VS SIT. HT _ D'U'?S QDESIGMR PROJECT ADDRESS: 3 a ^ 5 C>S^o6 ^.TL . _ PROJECT NAME: The plars transmitted nerewitn nave been corrected where necessary and substantially co.T-ply with the jurisdiction's building codes. The plans transmitted herewith will suostantially comply with tr.e jurisdiction's building codes when minor deficien- cies identified _ are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and snould oe corrected and resubinitted for a complete recheck. D The cneck list transmitted herewith is for your information. The plans are being held ar Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant, contact person that plan check has been completed. Ssgil staff did advise applicant that the plan check has been comoleted. Person contacted: Date contacted: Telephone r Q REMARKS: By: _ I A I \ t~>^ <A r^ _ Enclosures : ESGIL CO DGA Den ESGIL CORPORATION. • ESGIL CORPORATION 9320 CHESAPEAKE DR , SUITE 208 SAN DIEGO, CA 92123 (619) 560-1^68 C ~.—JURISDICTION- PLAN CHECK NO: Cfc? PROJECT ADDRESS- ^ PROJECT NAME :__/^T>O COCKER _ .Z COPY QUPS QDESIGNER The plans transmitted herewith nave been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted nerewith will substantially comply witn the 3urisdicJ;ion1 s bailding codes wnen miror deficien- cies identified are resolved and checked by ouilding department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. mi The check list transmitted herewith is for your information. *ss The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. ""su^wwc? D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. p| The applicant's copy of the check list has been sent to: U Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: REMARKS : Telephone if e.. ti^A V t t, yv\ tT^T<- A. i JTVeTi vv_x__, V-aVTa, By: ESGIL CORPORATION DGA DCM DPC Enclosures Date i Jurisdiction Prepared byt VALUATION AND PLAN CHECK FEE Q Blag. Dept. 0- Esgil ?LA.N CHECK NO. £fc?-i3- BUILDING ADDRESS 0.1-15 APPLICANT/CONTACT l<r, BUILDING OCCUPANCY PHONE NO. TY?2 OF CONSTRUCTION DESIGNER PhONE_ CONTRACTOR PKON3 rjj .LTjt-rVT+fp — T^fTWTTn M•<1rTlT r^T'r1 ' — « U.^ 1 1 U ; A £ vTT.T 't, r ~P>i ,^ ^Jc £i"p« >v > ^ *. ^^ Air Conditionins Commercial Residential Res. or Comm. Fire S-orinklers Total Value riITT-T^T>T> AT1T,\ 1 -^ W* V i 1 1 1 L TiTnM»rt i/UA 1 i UJl •'ULTIPLIER g"?.i^ @ (a @ i V AT 11^ l^^i-13 (^,\ 1 Building Permit Fee $ Plan Check Fee $ COM HE NTS- SHEET OF (Tj 12/87 PLAIMSSSSSMG/ENGBSMEERSNG APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL RESIDENTIAL ADDITION MINOR « $10,000 00) TENANT IMPROVEMENT PLAZA CAMINO REAL VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER - fat to MM PLANNER J /x.rJL/ r ( ±/L\J (^DATE ENGINEER DATE / C \WP51\FILES\BLDG FRM Rev 11/15/90 City of Carlsbad 93208 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report Thursday. December 2.1993 Reviewed by H 0 Contact Name Larry Pappas Address 924 Scott St City, State San Diego CA 92106 Bldg Dept No 93-1299 Planning No Job Name Charter Golf Job Address 2293 Cosmos Ste or Bldg No E3 Approved - The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements D Disapproved - Please see the attached report of deficiencies Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review For Fire Department Use Only Review 1st 2nd 3rd Other Agency ID CFD Job# 93208 Rle# 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 KRAMER & ASSOCIATES STRUCTURAL ENGINEERS, INC Job No Date Page 11/15/93 T STRUCTURAL CALCULATIONS FOR AXIOM DEVELOPMENT COMPANY CARLSBAD, CALIFORNIA NEW 6'-0" X 6'-0" OPENING IN PANEL FOR PAPPAS DESIGN GROUP ?/<•/* ff KRAMER & ASSOCIATES STRUCTURAL ENGINEERS, INC Job No Date Page I ZH'-O"ZM -o 2M'-0" V 4- i 3" N VM -^ s ' •f • <-» 1111 R<: M ?C»F * EZt* WALL- 1 r^ V V V ~ >" ryp. ,tJ^a^— I 21 .M £ — ^EvAf ^ M i jf i ' ',' /' C'fe> t, =>^ i 6' J- '• i A 1 7' K X 2.H.A7 = 52.7 9 * ^ — ^?>A 5~ K^ - 38,7 K x z i x 2 2.' - M7I.5 '••*- ,6 K /53I.5 153) 5"85 -TOT r 12 PSF x 24 |5 x IS i/5"5 (p. STRUCTURAL ENGINEERS, INC Job No.KZO Page OF V- u> \-OTVlS 4 4 Kramer & Associates STRUCTURAL ENGINEERS, INC Job No 93 -K20 Date 11/15/93 Page up to 2 door openings v 2 1/jwiTILT-UP PANEL SHEAR WALL DISTRIBUTION PANEL FLEXIBILITY Shear is distributed proportionately to each panel's and pier's individual stiffness "K" Stiffness is the inverse of flexibility Individual piers are based on fixed-fixed flexibility, except the top of the panel is considered free FLEXIBILITY FORMULAS (includes flexural and shear deformation) Fixed-Free Flexibility(F)= PHA3/3EI + 1 2PH/GA, where G=E/2 3 & E=57*f cA0 5 Fixed-Fixed Flexibility(F)= PHA3/12EI + 1 2PH/GA, where G=E/2 3 & E=57*fcA0 5 K(panel) = 1/(F5*+1/(1/F1+1/(F4+(1/(1/F2+1/F3))))), where F# is the individual pier flexibility and F5* includes flexural flexibility for the overall panel height SHEAR CHECK 1988 UBC Sec 2611 (b), 2625(c)3, 2625(f), 2625(h)3 Vu < 0Vn where 0 = 06 EQ 11-1 Vn = A(cv)*[a(c)*sqrt(fc) + p(n)*fy] EQ 25-7 a(c) = 20 (default) or 2 0 < a(c) < 3 0 FOR 2 0 > h/l > 1 5 p(n)= A(sv)/A(cv) = p(v) > 0 0025 Transverse and Longitudinal req'ts A(sv) = total vertical steel area, A(cv) = total concrete shear area Vn < 8*A(cv)*sqrt(f c) upper limit allowed Vu < 2*A(cv)*sqrt(f c) otherwise 2 curtains of steel required JAMB REINFORCING Jambs of each pier are checked for bending moment tensile reinforcing Bending moments are based upon the fixities assumed for the flexibility computations Where a pier jamb occurs at a panel edge, the steel required for the individual pier is combined with that required for the overall panel's bending moment The tensile steel areas are reduced for the effect of compression loads As(Mu)=[0 9*Fy*d-sqrt[(0 9*Fy*d^2-4*Mu*0 9*FyA2/(0 85*f'c*b*2)]]/(2*0 9*FyA2/(0 85*f'c*b*2)) As(Pu+Mu)= accounts for the reduction in tensile force due to existing axial compression U = 0 9D + 1 4E As(min)= b*d*200/Fy or 1 33*As(req'd), whichever is less BOUNDARY MEMBER CHECK 222 Pu/Ac + Mu/S < 0 2*f'c , otherwise boundary members are required Pu considers all input roof loads and panel self-weight Loads are divided on openings' tributary widths Where a pier boundary occurs at a panel edge, the boundary stress of the individual pier is combined with that of the overall panel for the panel edge check OVERTURNING Overturning M = Panel Force * Roof Height Resisting M = 0 85*Resistmg moment from panel self-weight and roof loads Uplift Reinforcing = Uplift force/fs, where fs=24 ksi (Fy=60 ksi) or 20 ksi (Fy=40 ksi) UBC 2626(d) WALL PANEL SUMMARIES Wall Height 275 ft Typ Wall Thk= 725 inch E= 3122 ksi RoofElev 1585 ft f c = 3000 psi Umf Roof= 455 plf Fy= 60000 psi Panel Type 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 No 3 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Stiffness Each 4815 5552 642 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Stiffness Total 14444 5552 642 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Force Each 2254 2599 301 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 20639 966 Kramer & Associates Job No STRUCTURAL ENGINEERS, INC PANEL ' Jamb Reinforcing Boundary Member' Uplift Reinforcing FYPE 1 NUMBER OF Wall Thickness 7 3 inch Wall Height 28 feet Roof Height 16 feet Roof Loads Uniform = Point = PIER1 WIDTH ft 3 upir»LJT n Date 11/15/93 Page H PANEL OPENINGS 2 (0,1,2) Panel K= 481482 Deflection= 0 00021 * P Panel Force= 22 54 kips 455 plf 0 kips at x= 0 ft from Pier 1 side TALLER SHORTER OPENING PIER 2 OPENING PIERS 6663 6 A Pier ID 1 Pier thick in 725 Pier width ft 3 Flexural 0 00035 Shear 0 00024 Flexibility 0 0006 Pier Force k 4 03 V(u) k 5 64 p(n) 0 0025 a(c) 2 0V(n) k 41 shear check OK 2 curtains'? NO M(u) Pier "k 203 As(Mu) Pier mA2 0 12 As(Mu)edge mA2 0 51 As(Pu+Mu)jamb mA2 0 00 As(Pu+Mu)edge mA2 0 39 As(mm) mA2 0 77 Interior jamb mA2 000 Panel edge mA2 0 52 SPier mA3 1566 Mu/S Pier jamb psi 130 Mu/S edge psi 189 P(u) roof k 38 P(u) cone k 187 P(u) k 22 5 Ac Pier mA2 261 Pu/A Pier psi 86 Pu/A+Mu/Sjamb psi 216 Pu/A+Mu/S edge psi 276 Intenorjamb mA2 NO Panel edge mA2 NO Overturning M 'k 357 Resist M(pier1) 'k 655 Resist M (pier 4) 'k 655 Uplift-Pier 1 edge k No uplift Uplift-Pier 4 edge k No uplift Pier 1 edge mA2 — Pier 4 edge mA2 2345* 725 725 725 725 6 3 15 24 442E-05 000035 0 51E-05 0000122 000024 0 5E-05 0000166 00006 0 00001 1448 403 1851 2254 20 27 5 64 25 91 31 55 00025 00025 N/A 00025 2 2 N/A 2 81 41 N/A 325 OK OK N/A OK NO NO N/A NO 730 203 N/A 3729 020 012 N/A 024 N/A 051 N/A 024 000 000 N/A 000 N/A 039 N/A 000 1 64 0 77 N/A 6 86 000 000 N/A N/A N/A 052 N/A 000 <r— (2) #5 6264 1566 N/A 100224 (/x<, = ,tZ) 117 130 N/A 37 N/A 189 N/A 37 OY^. 76 38 N/A 153 373 187 N/A 655 449 225 N/A 808 522 261 N/A 2088 86 86 N/A 39 203 216 N/A 76 N/A 276 N/A 76 NO NO N/A N/A N/A NO N/A NO i\ramer & Associates STRUCTURAL ENGINEERS, INC PANEL ' Jamb Reinforcing Boundary Member? Uplift Reinforcing FYPE 2 NUMBER OF Wall Thickness 7 3 inch Wall Height 28 feet Roof Height 16 feet Roof Loads Uniform = Point = PIER1 WIDTH ft 7 HEIGHT ft Job No q 5 — K.ZO Date 11/15/93 Page S PANEL OPENINGS 2 (0,1,2) Panel K= 555213 Deflection= 0 00018 * P Panel Force= 25 99 kips 455 plf 0 kips at x= 0 ft from Pier 1 side TALLER SHORTER OPENING PIER 2 OPENING PIERS 3563 7 6 Pier ID 1 Pier thick in 725 Pier width ft 7 Flexural 4 4E-05 Shear 000012 Flexibility 000017 Pier Force k 1318 V(u) k 1845 p(n) 0 0025 a(c) 2 0V(n) k 95 shear check OK 2 curtains' NO M(u) Pier "k 775 As(Mu) Pier mA2 018 As(Mu)edge mA2 0 63 As(Pu+Mu)jamb mA2 0 00 As(Pu+Mu)edge mA2 0 45 As(mm) mA2 1 93 Interior jamb mA2 0 00 Panel edge mA2 0 60 S Pier mA3 8526 Mu/S Pier jamb psi 91 Mu/S edge psi 160 P(u) roof k 54 P(u) cone k 28 3 P(u) k 33 7 Ac Pier mA2 609 Pu/A Pier psi 55 Pu/A+Mu/S jamb psi 146 Pu/A+Mu/S edge psi 215 Intenorjamb mA2 NO Panel edge mA2 NO Overturning M 'k 412 Resist M (pier 1) 'k 680 Resist M (pier 4) 'k 658 Uplift-Pier 1 edge k No uplift Uplift-Pier 4 edge k No uplift Pier 1 edge mA2 — Pier 4 edge mA2 — 2345* 725 725 725 725 5 3 14 24 763E-05 000035 1 61E-08 51E-05 0000146 000024 871E-06 4 5E-05 0000223 00006 8 73E-06 9 6E-05 933 348 1281 2599 1306 487 1793 3638 00025 00025 00025 00025 2222 68 41 190 325 OK OK OK OK NO NO NO NO 470 175 108 3864 016 010 001 025 N/A 055 029 025 000 000 000 000 N/A 043 001 000 1 35 0 77 3 96 6 86 000 000 000 N/A N/A 058 002 000 <; (Z.) $ 5~<. 4350 1566 34104 100224 fr =_ ^r ,„*- 108 112 3 39 * N/A 181 46 39 OK 61 38 99 153 295 187 421 624 356 225 520 777 435 261 1218 2088 82 86 43 37 190 198 46 76 N/A 267 89 76 NO NO NO N/A N/A NO NO NO Kramer & Associates Job No -K.ZO STRUCTURAL ENGINEERS, INC PANEL ' Jamb Reinforcing Boundary Member? Uplift Reinforcing FYPE 3 NUMBER OF Wall Thickness 7 3 inch Wall Height 28 feet Roof Height 16 feet Roof Loads Uniform = Point = PIERS WIDTH ft 811 I ILZIVjil 1 1 L Date 11/15/93 Page fe PANEL OPENINGS 0 (0,1,2) Panel K= 642049 Deflection= 000156*P Panel Force= 3 01 kips 455 plf 0 kips at x= 0 ft from Pier 1 side [Pier ID 1 Pier thick in 725 Pier width ft 811 Flexural 0 Shear 0 Flexibility 0 Pier Force k N/A V(u) k N/A p(n) N/A a(c) N/A 0V(n) k N/A shear check N/A 2 curtains? N/A M(u) Pier "k N/A As(Mu) Pier mA2 N/A As(Mu)edge mA2 N/A As(Pu+Mu)jamb mA2 N/A As(Pu+Mu)edge mA2 N/A As(mm) mA2 N/A Interior jamb mA2 N/A Panel edge mA2 N/A S Pier mA3 N/A Mu/S Pier jamb psi N/A Mu/S edge psi N/A P(u) roof k N/A P(u) cone k N/A P(u) k N/A Ac Pier mA2 N/A Pu/A Pier psi N/A Pu/A+Mu/S jamb psi N/A Pu/A+Mu/S edge psi N/A Interior jamb mA2 N/A Panel edge mA2 N/A Overturning M 'k 48 Resist M (pier 1) 'k 82 Resist M (pier 4) 'k 82 Uplift-Pier 1 edge k No uplift Uplift-Pier 4 edge k No uplift Pier 1 edge mA2 — Pier 4 edge mA2 — 2 725 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 345* 7 25 7 25 7 25 0 0 811 0 0 000132 0 00 00024 0 0 000156 N/A N/A 3 01 N/A N/A 4 21 N/A N/A 0 0025 N/A N/A 2 N/A N/A 110 N/A N/A OK N/A N/A NO N/A N/A 800 N/A N/A 016 N/A N/A 016 N/A N/A 0 00 N/A N/A 0 00 N/A N/A 2 26 N/A N/A N/A N/A N/A 0 00 N/A N/A 114443 N/A N/A 70 N/A N/A 70 N/A N/A 5 2 N/A N/A 28 3 N/A N/A 33 5 N/A N/A 705 57 N/A N/A 47 N/A N/A 117 N/A N/A 117 N/A N/A N/A N/A N/A NO Kramer & Associates STRUCTURAL ENGINEERS, INC Job No Date -K2Q 4/19/91 Page TILT-UP CONCRETE WALL LOADING CASES: (SEE FOLLOWING PAGES FOR DESIGNS) -X Ecc -DESIGN WIDTH 12" FOR TYP DESIGN X TYPICAL PANEL DESIGN CASE It -T-. , » /Thick — / "P2" A/2-)- 11 \ 2 — 1 \ 1T 3 — * — • „ i_ "o ^f -Eff d" : -I-*o^-^ ^iT TYPICAL PANEL LOADING X DESIGN WIDTH ACTUAL CM It '_B2" I -X PANEL DESIGN AT OPENINGS X DESIGN WIDTH' ACTUAL IL X PANEL DESIGN AT OPENING Kramer & Associates STRUCTURAL ENGINEERS 3-0 PlELR Job No Date Page 11/16/93 TILT-UP CONCRETE WALL 1991 UBC 2614(i), Ch 23 part II and v471/jwl :KT i 725 in 27 5 feet 11 feet 36 in 325 in 075 in Remf temf STU «= 5 fc = fy = Bar size = # of Bars As = H/T = 00025 00025 \\" O.c.e 3000 psi 60000 psi 5 5 1 55 mA2 182 Mm Honz Remf = # Mm Vert Remf = # II 1 2-5 48 feet 12 psf 165 plf 1875 plf 6 625 in 26 28 psf 4 6 32 feet 20 7 "k 29 0 "k MATERIALS V Thick = L(tot) = L(clr) = Width = Eff d = Reveal Mm % Hon: Mm % Vert VERTICAL LOADS Roof Bay Width = Roof (DL) = Floor (DL) = (LL) = Ecc = t/2 + 3 = LATERAL LOADS & MOMENTS SEISMIC V=ZICpWp Seismic Zone Height of M(max) M(max) seismic Mu (seismic) = SECTION PROPERTIES Ec= 3122 ksi n = 929 NOMINAL MOMENT STRENGTH As(eff)= [P1 (ult)+P2(ult)+As*fy]/fy= a= [P1(ult)+P2(ult)+As*fy]/[0 85*fc*b]= 0=0 9-2[P1 (ult)+P2(ult)]/[f c*Ac]= Mn= As(eff)*fy*(d-a/2)= FACTORED ACTUAL MOMENT l(cr)=n*As(eff)*(d-c)A2+[b*cA3]/3= defl(u) based on SEAOC Green Book method defl(u)=5*LuA2/(48*Ec)*[Mcr/lg+(Mu-Mcr)/l(cr)]= Mu= 1 5*q(ult)*LuA2+ P1(ult)*e/2 + [P1(ult)+P2(ult)]defl(u) 290+648 + 37 DEFLECTION CHECK (@ service loads) Mcr= 5*sqrt(fc)*lg/(thk/2) defl(cr)=[5*M(cr)*LuA2]/[48*Ec*lg] Ms= 1 5*q*LuA2 + P1*e/2 + [P1+P2]defl(s) 207 + 4627 + 09 defl(s)=defl(cr)+[(Ms-Mcr)/(Mu-Mcr)]*[defl(u)-defl(cr)] 004 + -010 (uncracked) lg = Ac = P1 (floor/roof DL)= P1 (floor LL)= P2(wall above DL)= P1 (ultimate)= P2 (ultimate)= WIND p=CeCqQsl= Speed (70,80,90) Exposure (B or C) M(max) wind Mu (wind) = 1143 mA4 234 mA2 214 1 40 0800 327 0 "k 1044 mA4 ADJACENT OPENINGS Opening #1 B1 = 6 feet H1 = 6 feet Opening #2 B2 = 0 feet H2 = 0 feet 5 @ 17 1 " o c (single layer) 5 @ 17 1 " o c (single layer) Load factors 2718 Ibs DL= 1 4 11250 Ibs LL= 1 4 11134 Ibs 19555 Ibs 15587 Ibs 16 0 psf (approx) 70 MPH C 175 "k 22 3 "k 0Mn =261 6 "k c=a/0 85 Use l(eff)? Y/N 011m (iterates) Fixity? 97 5 "K 86 4 "k = 0 044 in (iterates) = 68 "k = 0 03 in 1 64 N n (at base) DESIGN CHECK Mu = defl(s)= fa = Mcr = rho(p)= DESIGN SUMMARY 97 5 < 0Mn = 00 <L/150 = 1073 < 04fc= 864 < 0Mn = 00132~6p(b)= 261 6 "k 09m 120 psi 261 6 "k 00128 Wall Thick = Vert Remf= Honz Remf 725 in 5-#5 #5@17 WALL 1"oc Seismic Governs Stress & Seismic Governs Deflection Kramer & Associates STRUCTURAL ENGINEERS, INC - o PlE-R Job No 95- K2.O Date 11/16/93 Page Concrete Wall Analysis width b= 36 in thick h= 7 25 in (net) depth d= 3 25 in length Lu= Steel Astl= Steel As= fc = fy = P(TL)= Moment= M factor= r=03h= KLu/r = Ag = 11 ft 1 55 mA2 total 1 55 mA2 tension 3 ksi 60 ksi 25 1 kips 20 7 m-kips 1 7 conserv 2175 6069 261 mA2 1% steel 261 < 0 01 Ag P(TL)ult = Mult = Pult = E(conc) = Kg) = UBC2610(d), 2610(1), 261 4(c,d,e) ver 0 6/jwl mA2 (no ties req'd) 35 14 kips 35 19 m-kips 35 14 kips 3122 ksi 1143 mA4 K = 1 0 conservative phi(mom)= 0 9 phi(axial)= 0 7 phi*Pn = 0 80*phi*[0 85*fc*(Ag-Astl)+fy*Astl] = 423 kips phi*Mn = phi*As*fy*(d-a/2) = 230 m-kips where a = As*fy/(0 85*fc*b) = 1 01 in Pc(euler) = piA2*E*l/(KLu/r)A2 = 3826 kips where E*l = [E(conc)*l(g)/2 5]/(1 +Beta(d))= 1,427,680 Moment Magnification = d(b) = Cm/[1-Pu/(phi*Pc) 1 013 Magnified Moment = M ult * d(b) = 35 66 m-kips Summary P(ult) + phi*Pn 008 + M ult * d(b) phi * Mn 016 KLu/r 1 0 0 24 < 1 0 OK 6069 < 100 OK Kramer & Associates STRUCTURAL ENGINEERS 5'-o" Pl£R Job No <? 3> - « z< Date 11/16/93 Page /Q TILT-UP CONCRETE WALL 1991 UBC 2614(i), Ch 23 part II and v471/jwl MATERIALS VE.R.T 6TL- # 5 @ Thick = 7 25 in f c = L(tot) = 27 5 feet fy L(clr) = 11 feet Bar size = Width = 60 in # of Bars Eff d = 3 25 in As Reveal 0 75 in H/T = Mm % Honz Remf 0 0025 Mm % Vert Remf 0 0025 VERTICAL LOADS Roof Bay Width = 48 feet Roof(DL) = 12 psf Floor (DL) = 165 plf Floor (LL) = 1875 plf Ecc = t/2 + 3 = 6 625 in LATERAL LOADS & MOMENTS SEISMIC V=ZICpWp 26 28 psf Seismic Zone 4 Height of M(max) 6 25 feet M(max) seismic 32 2 "k Mu (seismic) = 45 1 "k SECTION PROPERTIES Ec= 3122 ksi |g = n = 929 Ac = NOMINAL MOMENT STRENGTH As(eff)= [P1 (ult)+P2(ult)+As*fy]/fy= a= [P1(ult)+P2(ult)+As*fy]/[0 85*fc*b]= 0=0 9-2[P1 (ult)+P2(ult)]/[f c*Ac]= Mn= As(eff)*fy*(d-a/2)= FACTORED ACTUAL MOMENT I (cr)= n*As(eff)*(d-c)A2+[b*cA3]/3= defl(u) based on SEAOC Green Book method defl(u)=5*LuA2/(48*Ec)*[Mcr/lg+(Mu-Mcr)/l(cr)]= Mu= 1 5*q(ult)*LuA2+ P1(ult)*e/2 + [P1(ult)+P2(ult)]defl(u) 451+1200 + 96 DEFLECTION CHECK (@ service loads) Mcr= 5*sqrt(fc)*lg/(thk/2) defl(cr)= [5*M(cr)*LuA2]/[48*Ec*lg] Ms= 1 5*q*LuA2 + P1*e/2 + [P1+P2Jdefl(s) 32 2 + 85 68 + 16 (iterates) = defl(s)=defl(cr)+[(Ms-Mcr)/(Mu-Mcr)]*[defl(u)-defl(cr)] 0 04 + -0 09 (uncracked) = 3000 psi 60000 psi 5 7 217 mA2 182 Mm Honz Remf = # Mm Vert Remf = # P1 (floor/roof DL)= P1 (floor LL)= P2(wall above DL)= P1 (ultimate)= P2 (ultimate)= WIND p=CeCqQsl= Speed (70,80,90) Exposure (B or C) M(max) wind Mu (wind) = 1905 mA4 390 mA2 318 1 25 0796 501 6 "k 1572 mA4 ADJACENT OPENINGS Opening #1 B1 = 6 feet H1 = 6 feet Opening #2 B2 = 3 feet H2 = 7 feet 5 @ 17 1 " o c (single layer) 5 @ 17 1 " o c (single layer) Load factors 4304 Ibs DL= 1 4 21563 Ibs LL= 1 4 17587 Ibs 36212 Ibs 24621 Ibs 160 psf (approx) 70 MPH C 27 6 "k 35 2 "k 0Mn =399 3 "k c=a/0 85 Use l(eff)? Y/N 016m (iterates) Fixity? 1747 "K 1439 "k 0 044 in 120 "k 0 04 in 1 47 N n (at base) DESIGN CHECK Mu = defl(s)= fa = Mcr = rho(p)= DESIGN SUMMARY 174 7 < 0Mn = 00 <L/150 = 1 1 1 4 < 04f c= 143 9 < 0Mn = 00111 < 6p(b)= 399 3 "k 09 in 120 psi 399 3 "k 00128 Wall Thick = Vert Remf= Honz Remf 725 in 7-#5 #5@17 WALL OK 1"oc Seismic Governs Stress & Seismic Governs Deflection Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job r Date_ Page.I! o £\{ r+ IZ4- £ IIt £i *« 48' '?| IV WALL. 41-' |0' 2-v \ i lo1 i!i s' 4' z 7-73 9o~Reagan & Kramer JobNo ' Structural Engineers, Inc. Date 3002 Dow Avenue, Suite 136 . Tustin, California 92680 Page '~ (714) 838-6222 FAX (714) 838-2023 ^ // y / 34- - i2-^*'3^ " =- 94- X /2L> Z- = X^ =• _2'2--^l V- -7.x ,/ 5f>LI£li- ? "^ ^, ,1 4 ^./xTy^c.rr ) 3/4, - $ , 2. - 7, 7