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SFD (9512-024)78845 Lowe Dr 9512-024 ' LICENSED CONTRACTOR DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. 449302 B License. .. Lic. Class , % ?+ Date Date ignatureofContractor ;7X4 OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: ( ) 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 & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). () I am exempt under Section ,B&P.C. for this reason Date Signature of Owner WORKER'S>COMPENSATION DECLARATION I hereby affirm under penalty of perjuryone of the following declarations: () I have and will maintain a certificate of consent to self -insure for workers' compensation, as providbefor by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. () I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier .,TL; : Policy No. ®vim, (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation pviss"loff Section 3700 of the/Labor Code., I,shdILforthw!*,comDIV with those DroVisiIT "oms Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application agrees to, & shall, indemnify & hold harmless the City of Indian Wells, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for ins ection Durposed. 0. Signature (Owner/Agent) / Dais ""' BUILDING PERMIT PERMIT 12 DATE 171114f9S VALUATION 57x5,126 1._ LOT .y TRACT 23706 JOB SITE ADDRESS 7944i LOLWE DRIVE 17 APN 604,23-Wl0 90NER CONTRACTOR EXh'L LAND RfNELOP. INC. EXCEL LAND DIN INC P.O. RO;, 996 42-335 WASHi%iC' CON KM. F310 'PALM DESERT CA 92260 LA QUINT.A. C, A 92253 (619)360-2402 C..BLM DESIGNEWENGINEER USE OF PERMITjlNrLL, rt1h1:1LY DWJ3LLING Pomt tt does .not include blc,& waUs or Pxl. FEE DESCRIPTION FEES 'fRA,CT CONSTRUCTION 2.105.00 Sl: PORC 41PAT1:U 80.00S171 GAi;2A.G81CARPORT 498.00 SF LSTIMATED COST OF CONSTRUCTION 12.5,7126.34) 4'ER MICPEP,i11TV%MARY PL.M.1 CFf33CK. f17, 101-0()0-439-315 $614.41 CONS`CfCUCTION k.Q .101-000-415.000 5730.50 MECHANICAL'.M 101-000-421.-000 $66.50 RLF,C'.n,UCA1, FFlTt 101:-000-420-000 $147,14 PLUMBING FK 101:-000-419•1000 $170.76 STONE 1vIG3vaN FF.F - RE&D 100 -OW -211-000 $12.51 GRADING FMS 101-000423-000 $20.00 1NF12AS"IRUCI URE FIX, 225-000-443-342 $2,7cl1.40 iPREC1SE'PLAN 101-1900-441-345 $25.00 ART IN' PUBLIC PLACES - R;ESW 701-000-255-000 ' $62.82 FEE ,DEPOS1 T 4250.00 SUB -TOTAL COriI9[`iZUC1'ION AND PLAN CHECK $4,645.03 LESS PRE -PAID FEES 4250.00 U TOTAL PERMIT FEES DUE NOW $4,395.,03 E 15 19 Q5 3 y RECEIPT- `'DA7` 1. BY DATE FINALED INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings - Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap F.A.U. Framing Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final BLOC KWALLA P OVALS POOLS - SPAS steel Set Backs Electric Bond Footings 711• Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric 04 Underground Plbg. Test Final Gas Piping PLUMBING A P OVALS Gas Test Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final COMMENTS: 1 I Finalr/ Utility Notice (Gas) ELECTRICAL A PROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final j Utility Notice (Perm) V Notice: Document Cannot Be Duplicated Date 12/14/95 No. 13957 Desert Sands Unified School District 82-879 Highway 111 Indio, CA 92201 619-775-3500 CERTIFICATE OF COMPLIANCE Owner Name Excel Lanc Company No. 78845 City La Quinta Street Lowe Drive APN # 604-233-010-3 Jurisdiction La Quinta Permit # Log # Zip 92253 Study Area 233 Tract # Lot # Square Footage 2105 Type of Development Single Family Residence No. of Units 1 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of 1.72 x 2,105 or $3,620.60 the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By Excel Self Storage a Telephone. 922-2001 Name on the check By Dolores A. Ballesteros Superintendent Fee collected /exempted by Pauline Pearson Payment Received $3,620.60 Check No. 3463 Signature UAV -LAI o Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting MULTI -STORY WIND FORCE DISTRIBUTION '%MNAL G ------ --------------------------------------------------------------- DESCRIPTION' >> LAQUINTA JOHN H. HACKER & ASSOCIATES >> BREEZELAND C 68487 Highway 111 Suite 56 --------------------------------------------------- CATHE.PB&LC)1I . AL19GRN* 2134 DESIGN DATA Design Wind Pressure 'P' = Ce Cq Qs I (1991 UBC) Ce = Height, Exposure & Gust Factor (Table 23-G) --- Enter: 'B'->2, 'C'->3, 'D'->4 ---->>> 3 Cq = Pressure Coefficient (Table 23-H) ----- Varies From 0.5 -> 3.0 ----->> 1.4 Basic Wind Speed From UBC Figure No. 4 ----->> 70 mph Qs = Wind Stagnation Pressure at 33 feet ----->> 12.6 psf. PER TABLE 23-F ---- I = Importance Factor ( Section 2311 h ) ----->> 1 Essential Facilities = 1.15, Other = 1. --- MULTI-STORY WIND FORCE DISTRIBUTION ----------------------------------- W 14814 E*304y NUMBER OF STORIES = 1...Press (ALT -B] to reset worksheet PARAPET HEIGHT ABOVE TOP LEVEL = 0 ft ------------------------------------------------------------------------ Level Exposed Design Lateral Story Story LEVEL Height Width Pressure Force Shear Moment # (ft) (ft) Ce Cq (ksf) (k) (k) (ft -k) ------------------------------------------------------------------------ 2 15 1 1.13 1.4 19.9332 0.07 1 8 1 . 1.06 1.4 18.6984 0.15 0.07 0.49 c E SA'! /G • l d' ki ---------------------------- A/sr /4L7 PJq 24 1 rA/,V , i 2Z BASE TOTALS = 0.22 2.2- ----------------------------------------- DESIGN DATA..SOILS HEARING 1500 PSF... CONC 2000 PSI ... STEEL 20,000 PSI ROOF LOAD.. LIVE 16 PSF..DEAD 12 PSF..CEILING 10 PSF..WIND 26 PSP BUILDING SIZE.. 41 % 51 .... 2091 SQ.FT LATERAL LOAD ON WALLS.. POUNDS PER LIN FT FRONT WALL WIND 178.5484 ..LENGTH OF FRO WALL LESS OPENINGS 31 LIN FT FRONT WALL SEISMIC 182.166 UJd ST,iCcO REAR WAIS, WIND 395.3572 ..LENGTH OF REAR WALL LESS OPENINGS 14 LIN FT REAR WALL SEISMIC 403.3676 SIDE WALL(RIGHT)WIND 127.5 ..LENGTH OF SIDE WALL LESS OPENINGS 54 LIN FT SIDE WALL(RIGHT) SEISMIC 104.5768 t u p SIDE WALL(LEFT) WIND 229.5 ..LENGTH OF S E W LESS OPENINGS 30 LIN FT SIDE WALL(LEFT) SEISMIC 188.2382 i 3 oly"Voo RECOMMENDATIONS ( REF TABLE 25-R UBC) I A L/ S .j p elysmod • e J ¢"d G • 7N .S/OBJ . ROOF DLAPHAGM SEISMIC DEFLECTION 137.7353 LBS PER FT ROOF DIAPHAGM WIND DEFLECTION 167.9268 LBS PER PER FT RECOMMENDATIONS (REF'TABLE 25-J DEC) /L L//1P, LOCK-E ddo A) &, « a s TOP CHORD PLATE 1759.901 OR IF LESS THAN 5250 LAP SPLICE 4 FEET WITH 8.308547 16 D NAILS LOAD OF FOOTING 1229 OR IF LESS TEAM 1500 ------------------------------------------------------------------------ --------------------------------------------------------------- PLYWOOD SHEAR WALL DESIGN & ANALYSIS : CONCENTRATED DESCRIPTION >> LA LA 2150 PLAN : CONCENTRATED #3 ------------------------------- LOADS ---------------------------------- #2 LATERAL: ft 0 #1 : LAT. SHEAR APPLIED TO WALL= 403 plf x Length = 1209 lbs #2 : LAT. SHEAR APPLIED TO WALL= 0 plf x ngth = 0 lbs #3 : STRUT FORCE APPLIED TO TOP OF _ WALL Ss ny ., - 0 lbs #4 : STRUT FORCE APPLIED TO TOP OF WALL Q` ° N ► / : = 0 lbs #5 : MOMENT APPLIED @ TOP OF WALL =' `+ =` - W `ai Si 0 ft-# VERTICAL: #1 : CONCENTRATED #2 : CONCENTRATED #3 : CONCENTRATED #1 : UNIFORM #2 : UNIFORM s .14614 Load E*mi•9R DESIGN DATA ft X -Right 0 ft = 0 lbs = 0 lbs = 800 plf _ -800 plf DESIGN DATA ft X -Right 0 ft OR BOTH SIDES ? 1,2 --->> 0 ft PLYWOOD GRADE: GRADE: STR I:1, STR 0 ft 1 NAIL SIZE: SIZE: 0 3 ft 0 3 ft PLYWOOD APPLIED TO ONE OR BOTH SIDES ? 1,2 --->> 1 PLYWOOD GRADE: GRADE: STR I:1, STR II:2 --->> 1 NAIL SIZE: SIZE: 6d, 8d, 10d --->> 8 SHEATHING THICKNESS: THICKNESS: .312511, .37511, .5011, .594" --->> 0.375 STUD SPACING SPACING = 16 in WALL LENGTH = 3 ft LEAST DIM. OF END POST = 3.5 in. WALL HEIGHT = 8 ft SEIS. FACTOR FOR WALL WT= 0.3 WALL WEIGHT = 15 psf NOMINAL SILL THICKNESS = 2 in Ht/Width Ratio=2.66666 ------------------------------- SUMMARY ------------------------------ -----------------------------USE.......... in o/c USE ..........0.375 in Plywood Applied To --->> 1 Side/s Required Nail Size = 8 d Req'd Nail Spacing = 3 in Req'd Field Spacing= 12 in Shear Wall Capacity = 552 plf x # of Sides = 552.00 plf Actual Total Shear = 1317 lbs Required = 439.00 plf UPLIFT CHECK Moments about lower: ..Left.. ..Right.. Overturning Moment on Wall = 10104 ft-# 10104 Resisting Moment From Vert. Loads = 4140 ft-# 4140 Uplift @ End w/o D.L. reductions = 1988.0 lbs 1988.0 lbsi Use Simpson HD2A @ Left Side of Wall : Capacity = 3300 lbs Use Simpson HD2A @ Right Side of Wall • Capacity = 3300 lbs L /2.9 2 3 = ZacD) oft, Sill Attachment..... Use 1/2" Anchor Bolt @ 23.1 in o/c or 5/8" Anchor Bolt @ 36.0 in o/c or 3/4" Anchor Bolt @ 48.0 in o/c FOOTING DESIGN..... Reinf. Area @ Left = 0.244 in^2 Shear @ Left OK @ Right = 0.244 @ Right : OK ---------------------- FOOTING DESIGN & ANALYSIS----------------------- FOOTING SIZE LEFT OF WALL = 10 ft Wall Length = 3 ft RIGHT OF WALL = 10 ft Overall Length = 23 ft FOOTING WIDTH = 1 ft THICKNESS = 18 in Lateral Load Applied Toward ----->>> Ecc. of resultant @ footing CL Soil Presure @ LEFT Side of Footing Soil Presure @ RIGHT Side of Footing Mn @ Left Face Of Wall Mn @ Right Face Of Wall vu/.85 @ 'd' from Left Face Of Wall vu/.85 @ 'd' from Right Face Of Wall Allowable Shear Overturning Moment Resisting Moment ...........FACTOR OF SAFETY CONCRETE WEIGHT = 145 pcf REBAR COVER = 3.5 in f'c = 3000 psi Fy = 60000 psi MIN. As = 0.0014 Total Vert Loads= 5,363 lbs Kern Distance = 3.83 .ft Lef t Right _ -2.25 ft 2.25 ft = 370 psf 96 psf = 96 psf 370 psf = 2123.5 ft-# 8092.5 ft-# = 8092.5 ft-# 2123.5 ft-# = 1.82 psi 8.45 psi = 8.45 psi 1.82 psi = 109.5 psi 109.5 psi = 12080 ft-# 12080 ft-# = 61669 ft-# 61669 ft-# = 5.11 : 1 5.11 : 1 -- - 4-015 ' /V 2A o,& A4 2 31 :Q .TOHN H HACKER CIVIL ENGINEER STRUCTURAL ANALYSIS OWNER t6Aoe2&-- Lowo PROJECT L+G- / NT/ ! /.5y DATE - BEAM CALCULATION LOCATION %` or. SPAN OF BEAM IS 16 LIN FT.... LOAD ON BEAM IS 400 LBS PER LIN FT WIDTH OF BEAM IS 3.5 INCHES... HEIGHT OF BEAM IS 15.25 INCHES ELASTICITY OF BEAM IS 17 00000 TYPE OF LUMBER ISv 0 z - 4 w 7 0,C' MOMENT OF BEAM IS 12800 FT POUNDS.... I OF BEAM 1034.419 Fb OF BEAM IS 1132.23 ... OK IF LESS THAN 1300 ALLOWABLE DEFLECTION OF BEAM .8 ...ACTUAL DEFECTION OF BEAM .3354445 INCHES HORIZONTAL SHEAR IS 89.92974 .....OK IF LESS THAN 85 y 1.1 BEAM CALCULATION LOCATION Air&N40#t POO& ✓c ' SPAN OF BEAM IS 6 LIN FT.... LOAD ON BEAM IS 800 LBS PER LIN FT WIDTH OF BEAM IS 3.5 INCHES... HEIGHT OF BEAM IS 11.25 INCHES ELASTICITY OF BEAM IS 17 00000 TYPE OF LUMBER IS MOMENT OF BEAM IS 3600 FT POUNDS.... I OF BEAM 415.2832 Fb OF BEAM IS 585.1429 ... OK IF LESS THAN 1300 ALLOWABLE DEFLECTION OF BEAM .3 ...ACTUAL DEFECTION OF BEAM 3.304667E-02 INCHES HORIZONTAL SHEAR IS 91.42858 .....OK IF LESS THAN 85 )(j, k, MAO P>A 26 P,q Z& JOHN H. HACKER A ASSOCIATES ' CIVIL ENGINEERS 4501 E. Sumy Dunes Rood Suite C 4 Path Springs. CA 92264 (619) 327-4565 CLIENT " L VQ L u E .S JOB NO. LEGAL cSf, E.4 20,44-1- S SHT. S OF 40 DATE e3y►.z.;. • siRA1R WALL ' j%.I—.: ; .'-.- rwa wi t Cooler nails • y 4` R 11 L ' 11 0 L T 711 IF..' ► ; .• i. 2 :_ ;, •oyer "•~ '' i • . :rt-d'. , ••- ..... .:. Allowable LltsrioT. y. IataiOs raps sill f<+illatg ac Oyp.r !toric: .`4` ..N , _ •.. Shear ✓.110 •1/2" • 240 sec. 2/2" 0 2L'" Dec. ' ♦ 16d • e see 1 -1s6 feet-ia Drs C/ • : .too . i, .• . . - _ owel Ted • 100 nP . • . Qryva 1liwith sd ooler nails • 7- o.ow ' ..' . ' •2oo edge ! Meld (Table 47-I UBC) •360 MY . • ` Dewe ~ 7. 2 3bot Tial 2` o.e+.:- 1 • 0 4 6d 16• o.e I •200 Flr 2/2" * 48: o.e. 1/Z• • ia" Dewe :• •- : '16d tti Q- o.e O7 —S/B drywall with 60 cooler =U& • 7• o:e.100 ! held 1650 PLP • • 720 e.e. ' 7/72 Shot fins 72• see. 16d di 16•'o.e • 6" 1`/2" • 32" q C. , 1/2. 1 32•' Dec.' /200 pay • LB• D.C.- 1/2. 0 4B• D.C. - 16d a.e / . •edge drill with Sd Cooler nail/ 1 6` Dec. - 4k le1a 225MY• , • • 72. O.C. ]it' • 72'! O.t. . _' 16d 12` O.e edge (Table.A7-1 {JB_c) . 250 M . 3/2- • 36 Dewe` 1/2 • 6` Dewe " 3 16d • , 6 o.e d Sae-S/B' • 11 h 6d 16d • 1 3/4• o 640 PLP _ .. meta edge A field l !• blocked drywall with Sd cooler mile • L• m.ce edga A field (Table 47-1 OBC) a7 --5/e- blocked dry+ll with 6d cooler pails • r e.e.: edge,! field (Table 47-1 OBC) -7/9- stucco o'er woven or welded wire lath w/A6 puge au Its at 61 see& at top ! bottoa plates, edge of &hear • well and an f1e14 ,O9 --7/d• stueoo atop paper backed LLb *A6 pugi staples .- at 30 see. at.top A bottom plates, edge of cheap wall and 60 o.e. an field (ICBO Re rt No. 1023, Feb. 1982 or (ICBO )Report 1o. 1310, •blar..1981) r )/a• nrwood Struct. 2z m: std. shtg. with 6d axils 0 6" o.s& at edges A 12" D.C. field (Table 2% ®C) 11.-3/0" Tlrwood Struct.'II or std. stit6. with 0d rails 0 4" Die. at edges A 12" see. field (Table 22L fJBC) nprood Struct. TY Or std. (Ta sht66. with ed pails ifi • 3" D.C. t edges A 12" s:C. eld ble 2S DBC) :33/8- R7+rood•Struet.*i2 or std. sbtj. with lid nails •' 20 Oe C. seagtBred at edges ! 120o:e. field (Table 251- DBC) Frasiing„&hall be 3" nominal- or wider '. • Structural! 11y.wood.with10dMilstt+0 D.C. at adges A 120 see., field: troctura Te t • d mile • . • e.e. .L edges A 12• Dewe field :•. —all eontlnuous exterior footings to;bave 1/2• s 10' A.9.09 61 72" Dee. unless otherwise acted on plans_* 17 —ill interior. bearing and non -blaring figs. to have 7/32" shot sins • 32" D.C. ! 40" D.C. rsspectively;11-4.1 CFO A7200JCBO Report 1200, !for. 1982 125 FLT 0250 Mr 1/t- • • 72• oe19. •1/2" • 72. sec.. • 1/2- 0.36! o.e..']/2• • 36! o•eq. 16d • 12" e.e 16d • 6• o.e 150 1!y z • 64` O•e. Ar • 64. O•C. 16d • .84 o;e 0300 W yr a/1" • 32" O.C. 1J2" 0 32. O.e• 16d • 40 see 175 FLT 1/2' • 56" see. i/-2• • 56q see. 16d & r5• see •350 FLr •1/2" • 240 sec. 2/2" 0 2L'" Dec. ' ♦ 16d • e see 11.160 owel Ted • 100 nP 1/2" • 36. see. •3/!. • ON. see. 16d • roe. •360 MY 1/71-0 241 Dee. •1/2" • Z4";o.e.. ; •' 16d t L• sec. I RN• b )2j Pi.P ln• 16" Dewe 1/2• • 16• e.e: `' 16d • 4D.C. 1650 PLP 2/2• • 6" o.ea: -IA- A e" o.e. 16d 1 2j- Dewe 260 PLP 1`/2" • 32" q C. , 1/2. 1 32•' Dec.' 16d 0 6- Deco o.ce , 3•/2• • 161 Dee. .. 16d • 3• Dec. )00 nr ' xi2• • 24- a. c. 1/2.6 21" a. c. -16d • 4` D.C. .!760 FLr 1/2" • a" O.e. 1/2• • a" sec. 16d 4 • FLT 1/2- • 16• get..- 1A* •'16` see. I6d • r Dee. 980 PLT 1/2• • V a. a. ;1/2" • see.. 16d • 1 3/4• o 640 PLP 1/2• • 16" Deco 1/2' In o ce'' l6d • 2 • ] ' O.C. 01280 FLr 1/2" a1 o. e.;-7/2' 1 Q" see. , 160 3610 Nd 6 0 svgs -staggered 11• • , 16.600 I f ` y ems. 5110 2:o AM iSTE! MUTE MES OF PLYWOOD SHEVS MUST 7 - $E BLOCKED WITH 3z SOLID BLOCKING. 11• 2. - S= DOLT33IG OR 635 3 41fBolt SMR WALL SHFAT SD1G IS TO BE APMIED t0 BOTH 6350 SIDES Of .WALL: ' 6500 6500 3. ARCHITECT dROMM SPECIn W.TR. ! TM Or i.ATB ND 7 .TO BE 05ED 20 FAOTIDE RMUIRF•D ALL011AUX SHEAT 100 FLT TALDES. t :: 6350 7500 HD HOLDOWNS PA HOLDOWNS aM b1d Admimed Dahl Lew V"- Oealpa Led" IM1. enl Anrep- lnml ~d on bed Ndmea of Concrete PATI py%-Mea 12.166 NafU 11!60 1600 PA (31Y% -MB wr ib16d Naib 11.160 owel Ted Me. Ola. yin.f Mel UNmeb 1W I RN• b 3100 EmlfadmaM ND 2 M' 9 (2► -%•AIB 13.200 2150 2520 12S20 2520 ND 5 74 11• (2)•% -MB 19.000 3375 3610 3610 3610 Nd 6 1' 11• (3h% -MB 16.600 5060.5110 5110 5110ND 7 1• 11• (3) -%-MB 26.600 6350 tM 6500 6500 6500 ND 7 14• 15' 3 wA•MB 26,600 6350 7500 7500 7500ND 2N %- • r (2}4.106 6.60021502520 2520 2520ND Sa %' 11' (2}%•106 11.600 3375 3610 3610 3610ND 7N 1' 1C 1116 20 30o am Mao 6500 6 PA HOLDOWNS 00" b1d Admimed Ann o TO Oealpa Led" Ne. UMmale MIC. t PATI py%-Mea 12.166 NafU 11!60 1600 PA (31Y% -MB wr ib16d Naib 11.160 1100 1 PA 26 1 M•Me a 21.16d fft 1 11,460 3150 firm: 5 EE f M&,IW N6 i'lm SHEr'1 r"E L t ot`1' • u - 1'at + (uNL."s WlsE.- C.N. Vi•µ . _ . ` A cwiP qt' It" o.G, to -go). 4x ajTUD NA -14- - . Twxs 1 oTHtRs MOP. WHERE COLO" -,CE rr wika Ptr tJ 6 Oh 1 0 JOHN H HACKER CIVIL ENGINEER STRUCTURAL ANALYSIS OWNER R R G C*Z- PROJECT LOWS PRIM DATE 10- 21 - 9 4 BEAM CALCULATION LOCATION ZOPRCOH 1.10. 2 1 TCH E l RGAR WAl.1, SPAN OF BEAM IS 13.33 LIN FT.... LOAD ON'BEAM IS 800 LBS PER LIN FT WIDTH OF BEAM IS 5.5 INCHES... HEIGHT OF BEAM IS 15.25 INCHES ELASTICITY OF BEAM IS 17 00000 TYPE OF LUMBER IS o. r, MOMENT OF BEAM IS 17768.89 FT POUNDS.... I OF BEAM 1625.515 Fb OF BEAM IS 1000.208 ... OK IF LESS THAN 1500 ALLOWABLE DEFLECTION OF BEAM .6665 ...ACTUAL DEFECTION OF BEAM .2056822 INCHES HORIZONTAL SHEAR IS 95.35618 .....OK IF LESS THAN 95 m (:5 m