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HomeMy WebLinkAboutDIAMOND DRIVE 250_07-00002365ity of Lake Elsinore PERMIT PERMIT NO: 07- 00002365 JOB ADDRESS . . . . . 250 DIAMOND DR DESCRIPTION OF WORK BLOCK WALL OWNER ATLANTIC RICHFIELD CO P 0 BOX 512485 LOS ANGELES, CA 90051 A.P.# . . . . . 363- 171 -004 5 OCCUPANCY . . . . CONSTRUCTION . VALUATION 2,112 130 South Main Street CONTRACTOR OWNER BUILDING PERMIT QTY UNIT CHG BASE FEE 1.00 X 12.5000 VALUATION 1.00 X 5.0000 PROFESSIONAL DEV FEE ELECTRICAL PERMIT QTY UNIT CHG BASE FEE 4.00 X 16.2500 MISC. WHERE NO OTHER FEE 1.00 X 5.0000 PROFESSIONAL DEV FEE FEE SUMMARY CHARGES PERMIT FEES 00 100.00 BUILDING PERMIT 80.50 15.10 ELECTRICAL PERMIT 100.00 1.20 OTHER FEES 00 PLANNING REVIEW FEE 15.10 60.38 PLAN RETENTION FEE 1.20 SEISMIC GROUP R 50 PLAN CHECK FEES 60.38 TOTAL 257.68 SPECIAL NOTES & CONDITIONS RE.PLACING 4 GAS DISPENSERS AND 12 LF BY 8'HT BLOCK WALL FOR VAPOR RECEIVER. DATE: 8/06/07 SQUARE FOOTAGE GARAGE SQ FT . FIRE SPRNKLR . ZONE . . . . . ITEM CHARGE 63.00 12.50 5.00 ITEM CHARGE 30.00 65.00 5.00 PAID DUE 00 80.50 00 100.00 00 15.10 00 1.20 00 50 00 60.38 00 257.68 I 0 0 NA lldta; 807/0,7 07 k ipt nn` G}407 B1IL P , ryr a^s Imp :.SR Tr._ns 1 14- fi,`r1,T i APPLICATION FOR BUILDING PERMIT VALUATION CALCULATIONS 1st FLOOR SF 2nd FLOOR SF 3rd FLOOR SF GARAGE SF STORAGE SF DECK & BALCONIES SF OTHER: . SF VALUATION: E FEES BUILDING PERMIT PLAN CHECK PLAN REVIEW APPL TIO RECE D DATIf SEISMIC PLAN RETENTION BUILDING ADDRESS 1 certify that I have read this application and state that the above Information is correct. l agree to comply with all city and county ordinances and stale laws relating to building construction, and hereby authorize representatives of this city to enter upon the above - mentioned property for insp. tion purposes. Signature of Applicant or Agent Date Agent for contractor owner Agents Name Agents Address Street City State Zip City of Lake Elsinore 130 South Main Street 4 APPLICATION NO. s APPL TIO RECE D DATIf BUILDING ADDRESS TRACT B OCK/PAGE OTQ/ PAR EL 0 A o%rn 0"neo,. W N MAILING ADDRESS PHONE 4 E C T I TE2p C 0 N I hereby e am t at I am licensed under provisions of chapter 9 (commencing with section 70D0) of division 3 of the business and professions code,and my license is In full force and effect- LICENSE A CITY BUSINESS AND CLASS TAX i T R NAME A C MAILING ADDRESS T O CITY STATEIZIP PHONE R CO TRACTO SI NATURE DATE A NAME LICENSE C R C MAILING ADDRESS H CITY -S-TATEIZIP P E NEW OCC GRP.I DIVISION: CONST. TYPE: Q "ADDITION ALTERATION NUMBER OF STORIES: NUMBER OF BEDROOMS: OTHER SINGLE FAMILY ZONE: APARTMENTS CONDOMINIUMS HAZARD AREA? _ YES NOpTOWNHOMES COMMERCIAL SPRINKLERS REQUIRED? YES NO _ INDUSTRIAL REPAIR PROPOSED USE OF BLDG: PRESENT USE OF BLDG: DEMOLISH JOB DESCRIPTION e c r ALL Title : Job # Dsgnr: Date: 6:01 PM, 2 AUG 07 Description: Scope : Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 R. s 18 Page 2 p 2Wq Cantilevered Wall Design well.ecwcelalalione Description Summary of Overturning & Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment w a the R RJF Heel Active Pressure = 116.4 U.1b ot.s Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 414.0 6.75 2,794.5 SeismicLoad = Total = 530.4 O.T.M. = 2,881.8 Resisting/Overtuming Ratio = 2.01 Vertical Loads used for Soil Pressure = 2,172.9 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = 201.7 3.92 789.9 0.00 1,040.0 2.58 2,686.7 906.2 2.42 2,190.1 2.67 25.0 4.83 120.8 2,172.9 Ibs R.M= 5,787.4 r Pp= 195.31# 1083.3psf 116.44# O in Mas 1/#5 @ 16.in o/c Solid Grout, Spc Insp @ d- Z/ " a. C P7N@ /6 „OG S e /a „ p.C.` I—pO g Aoiiom, 0 @0.in @Toe Designer select 0 0.in 2' -2" @ all horiz. reinf. i @ Heel 2' -S" i6 "0C, 1 7 r CONCRETE: ( Strength @ 28 days ) Per ACI 318 specifications. Foundation Vca2500Psi Precast f c 3,000 Psi special Colunms f ' c a 3,000 Psi Stmct. Slabs f' c - 3,000 Ps* inspection MASONRY Hollow Concrete Units( CMU, Conc. Block ) ASTM C - 80, ASTM and UBC Standards Type N units, Type S Mortar, 2,000 psi, grout I, m 1,350 psi ( partially grouted ) Fm a 225 psi f' m a 1,500 psi ( solid grouted) Fm a 250 psi REINFORCING STEEL: ASTM A - 615. Per CRSI Standards. X 6 and Smaller _ Grade 40 0 7 and larger ,Grade 60 6,(,d-- STRUCTURAL CALCULATIONS C JOB ADDRESS: 250 DIAMOND DRIVE LAKE ELSINORE Scope: NEW 8' HIGH WALL Structural Solutions 13404 Valley Blvd, La Puente, CA. 91746 626) 369 -9947 LAKE EL L'11 DING DIVI MONMON JOB # 07350 STRUCTURAL CALCULATIONS DESIGN CODE AND REFERENCES 2001 CALIFORNIA BUILDING CODE SEISMIC LOADING Z:= 0.4 hn:= 27 FT Ct:= 0.02 B Nv:= 1.6 SEISMIC SOURCE TYPE Na:= 1.3 ASSUMED Ca:= 0.44 -Na SOIL PROFILE Sd) Ca = 0.572 Cv:= 0.64.Nv Cv= 1.024 Is := 1.0 REGULAR STRUCTURES) 3 T:= Ct hn 4 STRUCTURE PERIOD) T= 0.237 SECONDS) RELEVANT RESPONSE TIME FIGURE 16 -22 in 1997 UBC) Cv Ts 2.5 - Ca Ts = 0.716 T Rl := 3.0 WALL FENCES (T -16 -0) BASESHEAR V - 3.0.(Ca Is) W (30 -12) dR Vd = 0.572 W MINIMUM BASE SHEAR FOR SEISMIC ZONE 4: Vp W (30 -7 0.8 Z•Nv is R ) R, Vb = 0.171 W TOTAL DESIGN BASE SHEAR SHALL NOT BE LESS THAN: Vc:= (0.11•Ca•ls) W (30 -6) Vo = 0.063 W THEREFORE, DESIGN BASE SHEAR: Wtotal 80 PSF (UNIT WEIGHT OF MASONRY WALL) VI = Vd-Wtotal Vt = 45.76 PSF WIND PRESSURE (90 MP Ce:= 1.19 (T 16 -G) 0 - 25FT Cq := 1.3 (T 16 -H) qs:= 20.8•PSF Iw := 1.0 (SOIL PROFILE Sd ) P:= Ce Cq -gs-lw P = 32.178 PSF < 46 PSF (SEISMIC) UNIT LOAD OF SEISMIC FORCE GOVERNS OVER WIND Title : Job # Dsgnr: Date: 6:01PM, 2AUG 07 Description Scope: Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 usa-M ---- 1.ver 58at -D.2W3 Cantilevered Wall Design rage i' O(12>ma cucorei r c,,,,,.m,,,v, C.awa.e wall earCala larims Description Criteria 1,083 psf OK Retained Height = 1.00 ft Wall height above soil = 9.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem = 46.0 psf Design Summary Total Bearing Load = 2,173 Its resultant ecc. = 12.95 in Soil Data 1,083 psf OK Allow Soil Bearing 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 46.0 psf /ft Toe Active Pressure 0.0 psf /ft Passive Pressure 250.0 psf/ft Water height over heel 0.0 It FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Stem Construction T, Design height ft= Wall Material Above "Ht' _ Thickness = Soil Pressure @ Toe = 1,083 psf OK Rebar Size Soil Pressure @ Heel = 0 psf OK Reber Spacing Allowable = 1,500 psf Reber Placed atSoilPressureLessThanAllowableDesignData 0.00 in ACI Factored @ Toe = 1,499 psf fb1FB * fa/Fa ACI Factored @ Heel = 0 psf TTotalTotal Force ct Section Ibs = Footing Shear @ Toe = 13.1 psi OK Moment .... Actual ft-#= Footing Shear @ Heel = 5.8 psi OK Moment .....Allowable Allowable = 85.0 psi Shear.....Actual psi= Wall Stability Ratios Overtumin = psi= Shear.....Allowable psi= 9 2.01 OK Sliding = 1.60 (Vertical Cc Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 530.4 Ibs less 100% Passive Force= - 195.3 Its less 100% Friction Force= - 651.9 Ibs Added Force Req'd = 0.0 Ibs OK for 1.5: 1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 1,499 0 psf Mu' : Upward = 3,394 0 ft-# Mu': Downward = 740 946 ft-# Mu: Design = 2,653 946 ft-# Actual 1 -Way Shear = 13.06 5.84 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd p Stem Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 2.17 ft Heel Width = 2.67 Total Footing Width = --- 4-83- Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.67 ft Stem OK0.00 Masonry 10.00 5 16.00 Center 0.959 437.0 2,284.7 2,382.9 8.6 51.5 Bar Develop ABOVE Ht. in = 30.00 Bar Lap /Hook BELOW Ht. in = 10.50 Wall Weight 104.0 Rebar Depth 'd' in= 4.75 Masonry Data I'm psi= 1,500 Fs psi= 24,000 Solid Grouting Yes Special Inspection Yes Modular Ratio 'n' 25.78 Short Term Factor 1.330 Equiv. Solid Thick. in= 9.62 Masonry Block Type = Normal Weight Concrete Data fc psi= Fy psi= Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined Cover @ Top = 3.00 in @ Btm = 3.00 in V_ rrtw wIn BLErvOIxG W0. w O Y O O Q L m a s o m cf/ / / / CFISINIG eg1BL[LE ` NuL MvOpin AND SYWN LL ELION / 1tl O\, C G x(u4N `f 1 O PROPOSED / INSTALLATION SITE PLAN sous: t' . 10' . 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PER EIC 2001 S(RNx( 5202135; k 5102.113. 3 NOTE: ACpTMIA SCREEN WAL CET OURTIRUCION MAY BE REUNITED BY LCGL OROTH CE& MMMIx MaWUw MPMCMEx15 ME BRUIN IN MY DEIM- PER m 2001 SECTgN 5202.13.32 51RE21332 LEMON VMSO- AroCESSNG EOMPNEW 9021 BE "Cl M'!•E CYa. MICCS M EMMM $IMLL BE LKAIED N1 HA TRIM 50 TOO ( 15240mm) FRW FUEL- 1RMVER MEL MO HOT LESS TURN 18 LUCK THIN S FILL OPMH05MO2PIXp452.I NSER mmNt YMOT- PROC(SSNG MIS SIMLL K LOOTED HOT LESS URN 10 FEET (ngl;; FRM THE NUMESI BULONC OR NRVERM1 LN( IN A MOP(RIY NNETH CM IN BUILT MR, HOPRON THEM M KOHNND DISI." 10 UNCIR S PTURN Y LINES (B rMR- 2Rx5f[R MEM C NOI BE MUM40. HEMS 9WL BE PRPWEO 79 MOTEa COMPREM K.W51 ME CVPoSWF. ACCEPIMLE HOME WILDE: I. MPNM0 MOIECIM ENCLOSURES, NNM EYIENO At LEASE I VSNS (45). 8[951X01 q9 THE fiBL[ cpKTRVCRO OF FIRE - WTERASOR1, FIRE PROTECTION USING M MIRRORED INTER-SPRIT s.TE9, VMM- PROC( SSNG COUINUEW SNkL BE LOGI10 A NMMN a 10 TELL ( 6096mm) (INN p5P(NSNG OEACES. 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P/ N Hu IR[ r ) xoIt: I MM OF B& LIRD NNOWMI a 25006F DIAMOND HOT ygWl W M KW NRaU01It 260 DIAMOND DRIVE YYUO. } 13X1 FACIF06JN6 MY UN TI SEE R'" KR BERLIN SUBBASE RLN COYEDMCN REPORT •• O O PLAN VIEW B' MER REINFORCED CONCRETE TORN 9N NOTE: xEAY CLEAN IM S PNN&t IAVL TO K Ua Tw W C&?MMANa BIT" NNU(IC RS INiTNJ R. MMWL. C UL DECLINE p1aR M -202 -9 NO ML MPLIUBLE 541E AHD LGCIL CODES. PER EIC 2001 S(RNx( 5202135; k 5102.113. 3 NOTE: ACpTMIA SCREEN WAL CET OURTIRUCION MAY BE REUNITED BY LCGL OROTH CE& MMMIx MaWUw MPMCMEx15 ME BRUIN IN MY DEIM- PER m 2001 SECTgN 5202.13.32 51RE21332 LEMON VMSO- AroCESSNG EOMPNEW 9021 BE "Cl M'!•E CYa. MICCS M EMMM $IMLL BE LKAIED N1 HA TRIM 50 TOO ( 15240mm) FRW FUEL- 1RMVER MEL MO HOT LESS TURN 18 LUCK THIN S FILL OPMH05MO2PIXp452.I NSER mmNt YMOT- PROC(SSNG MIS SIMLL K LOOTED HOT LESS URN 10 FEET (ngl;; FRM THE NUMESI BULONC OR NRVERM1 LN( IN A MOP(RIY NNETH CM IN BUILT MR, HOPRON THEM M KOHNND DISI." 10 UNCIR S PTURN Y LINES (B rMR- 2Rx5f[R MEM C NOI BE MUM40. HEMS 9WL BE PRPWEO 79 MOTEa COMPREM K.W51 ME CVPoSWF. ACCEPIMLE HOME WILDE: I. MPNM0 MOIECIM ENCLOSURES, NNM EYIENO At LEASE I VSNS (45). 8[951X01 q9 THE fiBL[ cpKTRVCRO OF FIRE - WTERASOR1, FIRE PROTECTION USING M MIRRORED INTER-SPRIT s.TE9, VMM- PROC( SSNG COUINUEW SNkL BE LOGI10 A NMMN a 10 TELL ( 6096mm) (INN p5P(NSNG OEACES. NNKESSNG EpIPNFW SxLLL BE PROIEMO IUIRMI Nll9CH O•NFrL BY CLLUWNS CURBS. PROIECINE ERC OSMES M FENCING N(M PPPP4D Ng1ECIM ENCLOSURES ME USED. MPROYED KMS SHNL K PROAED 10 HN14tt THE NRUA .. IK EK109R 10 NNHW FOORC NG C( ILMWRIE V/PoR5 T A WmSLCR EXISTS IpNN THE LO,Um a THE VMM- PRtt[35R MIT FROM A FMEL- TVN9ER MEA ON CORE( 6 WHOINZED 10 MOML NDUNOTW SERTWTON BY CBI KE NUO KWRI, 5202.13 ?3 M3NUTNN vMC,R- PRaESSR MIS SWLL BE SECURELY M MR(0 ON ffMCREIE ATURN, 51EEL WHIMS ON NASCxW M sT COMIEOIL01KRNON- CON&TIBLE FONOLIIp6 WPoR- MCUERY AM [ I 5 NLQRO IO B N61NUDO OR RONNIE UNITY MINIMD. T lor ARCO mw• muc mil GHA` 0 o J w0' CA( V0EMISTMEE IBIS 1] ND u .. E MIN NEW. M BB03i 4] 5)DI -6222 4]5)]51 -11182 1. IM LMK(NM, nAxNN. suPmw. [MRNAiNN AANeIs HIT NM VYM NNOWMI a25006FDIAMOND 2006 Backcourt Program NRaU01It 260 DIAMONDDRIVE YYUO. } 13X1 FACIF06JN6 BCEr12766 wKTlEM:K M / IEALTCtEowIM6EPABA30B RICIDRA BEYAIpN G.0. 6.3 4 J DWG NO 9900 —SLAB REVISIONS REV DESCRIPTION DATE BY I APP NN A ORIG. ISSUE 7/31/02 1 JWH OJ B 63/4 WAS 11/16. 3X3 CUP WAS 2X21 10 14 041 JWHCP4' -0' On- CRITERIA 011/16'C SOIL BEARING - 1000 psf ADJ. 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