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BRES2015-0028 Structural CalcsoFFI((F k .1Yr13� RA STRQT ?�Io C1CZ J� , 77570 Springfield Lane, Suite "D" Palm Desert, CA 92211 Telephone: (760) 360-9998 Fax: (760) 360-9903 Structural Calculation 0 W For Kessler ResidenceUi a 30 At Lot 57D The Hideaway > C=) W 80-785 Via Montecito 1300 "..4 La Quinta, CA CM)Z LL. W� o� Cr. 0 Type Of Proiect: Residential NSFR Revision#3 (05/30/2015) Designer: Brock J. Payton Date: December 2, 2014 Design by: R.A. JN: 140894 CITY OF LA QUINTA BUI_DING & SAFETY DEPT. APPROVED FOR CONSTRI ICTION DATE 7/ f hS i ' RA Structural DESIGNED R.A. JOB NO. 140894 PROJECT Kessler Residence CHECKED R.A. SHT OF MI\H%. INC. - SUBJECT NSFR DATE 12/02/2014 Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: CBC 2013/ NDS 2012 B67 8.10 1 8.10 0.00 0.00 False False True 0.00 0.00 1 CF=1.200 Location: 1st Distance from Start (ft) Reactions (lbs) Section Type: Douglas Fir - Lar_h No.2 Live (Ibs) Section Name: 4x10 Unbalanced Beam Thickness: 3.50 in. Beam Depth: 9.25 in. A: 32.38 inz Sxx: 49.91 in3 Syy: 18.89 in3 Fb Base Allowable: 900 psi Fb Adiust Allowable (CD = 1): 1080 psi Fv Allowable (CD = 1): 180 psi Fc Allowable (CD = 1): 1350 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (Ibs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load 0.083 0.40 3.92 Passed L/999+ D+Lr (Ibs) Snow (Ibs) Snow Ibs int combination ID P227 0.00 675 0 431 0 0 2.42 3 P224 8.10 876 0 564 0 0 3.16 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (Ibs) Location (ft) Max Shear (Ibs) Location (Ibs) D 1.60 -68 3.50 -876 8.10 D+Lr 2.62 -116 3.50 1-1440 8.10 Load Combination LDF I Max. Bending Max. Shear Critical f (psi) Fb (psi) % Code Check Max &* (psi)Fv (psi) % Code Check D 0.90 1384 972 39.5 41 162 125.1 D+Lr 1.25 1631 1350 146.7 67 1225 129.7 Total Load Deflection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P227 -P224 0.083 0.40 3.92 Passed L/999+ D+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P227 -P224 0.032 0.27 3.92 Passed L/999+ CITY OF LA QUIpNTPA BUILDING �®v�® T. APP FOR CONSTRUCTION DATE ------ ___-_BY www.structuralsoft.com 0o BEAM LOAD REPORT Beam ID: B67 Length :8'-1" Floor: 1st 258 174 167 111 Dead Load Roof Live Load ......... 04.....4......10..44 ..-- CITY OF LA QVINTA BUILDING & SAFETY DEPT. Ap p R®vEON FOR CONS DATE_BY 0 RA Structural DESIGNED R.A. JOB NO 140894 PROJECT Kessler Residence RA GNGINUNG, I.K. SUBJECT NSFR CHECKED R.A. DATE 12102/2014 SHT OF BEAM LOAD REPORT Beam ID: B67 Length :8'-1" Floor: 1st 258 174 167 111 Dead Load Roof Live Load ......... 04.....4......10..44 ..-- CITY OF LA QVINTA BUILDING & SAFETY DEPT. Ap p R®vEON FOR CONS DATE_BY 0 S�'ROC1'U�I. ENGINEERING, LNC. =.A: - Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: RA Structural PROJECT Kessler Residence SUBJECT NSFR DESIGNED R.A. JOB NO. 140894 CHECKED R.A. I SHT OF DATE 12/02/2014 CBC 20131 NDS 2012 LDF Max. Shear Reaction (Ibs) 023 Location: 1st Max Shear Location (ft) Left Right 10.94 Section Type: Douglas Fir - Larch No.1 37 153 24.1 0 Section Name: 6x10 1160 1286 0 Opening Thickness: 5.50 in. False Opening Depth 9.50 in. True A: 52.25 int 11.18 Sxx: 82.73 Ina 11.18 Syy: 47.90 in3 9 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD = 1): 1340 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed .oad Combination Max. Bending LDF Max. Shear Reaction (Ibs) Max Shear (Ibs) Location Max Shear Location (ft) Left Right Moment (k.lt.) (ft) (Ibs) 37 153 24.1 3.57 -155 5.75 -1285 11.06 1160 1286 +Lr 4.81 -240 5.75 -1723 11.06 1519 1725 Load Combination LDF Max. Bending Max. Shear Required bearing area (ir?) Critical Fb (psi) % Code fb(psi) Check(psi) Max fv Fv (psi) °% Code Check Left Right D 0.90 518 1206 42.9 37 153 24.1 2.54 2.82 D+Lr 1.25 697 1668 41.8 49 212 23.3 3.33 3.78 Total Load Span ID Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P69-UP70 0.168 0.55 5.65 Passed U801 D+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P69-UP70 0.043 0.36 5.65 Passed L/999+ OF�Qv,NPA CIV &SAFES of gU1�DING AF) P Fk®v E oN FOR C0NSTR BY pATE�� www.structuralsoft.com 3 Header Load Diagram Header ID: 023 Length :11'-2" Floor :1st 229 199 125 75 79 59 10 Dead Load Roof Live Load CIn.OF LA ()UINTA BUILDING 8, SAFvEDEPT.® FDR C AP 0�®UCTION BY o. RA Structural DESIGNED R.A. JOB NO 140894 StRCCTUM PROJECT Kessler Residence E;VGCVCEEIIG.I\C. SUBJECT NSFR CHECKED R.A. DATE 12102/2014 SHT' OF Header Load Diagram Header ID: 023 Length :11'-2" Floor :1st 229 199 125 75 79 59 10 Dead Load Roof Live Load CIn.OF LA ()UINTA BUILDING 8, SAFvEDEPT.® FDR C AP 0�®UCTION BY o. STRICT N, ENGRERING, ESC, Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: RA Structural DESIGNED R.A. I JOB NO. 140894 PROJECT Kessler Residence CHECKED R.A. SHT OF SUBJECT NSFR DATE 12/02/2014 CBC 2013 / NDS 2012 Max. Bending Max. Bending Max. Shear 025 Location: 1st Left Right D 25.12 Section Type: DF/DF 24F - V4 6680 7030 0 Section Name: 6.75x21 -10348 25.25 0 Opening Thickness: 6.75 in. False Opening Depth: 21.00 in. True A: 141.75 in2 25.38 Sxx: 496.12 in3 25.38 Syy: 159.47 in3 16 Fb Base Allowable: 1850 psi +ve Cv=0.903 Fb Adjust Allowable (CD = 1): 2168 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Load Combination Max. Bending Max. Bending Max. Shear Reaction (lbs) Max Shear (Ibs) Location Max Shear Location (ft) Moment (k.lf.) (ft) (lbs) Left Right D 43.86 11 11.50 -7030 25.25 6680 7030 D+Lr 64.61 13 11.00 -10348 25.25 9831 10348 Load Combination LDF Max. Bending Max. Shear Required bearing area (in2) Critical Fb (psi) % Code fb(psi) Check(psi) Max fv Fv (psi) o Code Check Left Right D 0.90 1061 1951 54.4 74 238 31.2 14.08 14.82 D+Lr 1.25 1563 2690 58.1 110 331 33.1 20.72 21.81 Total Load Deflection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P18-UP233 0.825 1.26 12.50 Passed U369 D+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P18-UP233 0.266 0.84 12.50 Passed U999+ CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAi E BY www.structuralsoft.com RA Structural DESIGNED R.A. JOB ,NO 140894 PROJECT Kessler Residence CHECKED R.A. SHT OF "GENER;uc,INC. SUBJECT NSFR DATE 12102/2014 Header Load Diagram Header ID: 025 Length :25'-4" Floor :1st 474 312 IN 240 133 403 29 Dead Load Roof Live Load CITY SOF LA QUINTA BUILDING & SAFETY DEPT'. APPROVED FOR CONSTRUCTION DATE BY CLIENT: keuler ResPdPvire OB NO: 1k0�� SUBJECT: WFR RA Structural EnQineerinje, Inc. DESIGN BY: (�iA• DATE: ps/3 1IS De+n LtG 5m4l- L -,jq,5 wD = CrOF0 (1,s 1"t, i !:-- goPl� UJB' S��Z�f X 12" (,03 2YY-(Al lien CLG Bm t;�2 L 25,5 PF Wb T �af1� FD-- I,o3o fibs e X ; 9,5F4 CITY OF LA QUINTA P FT. APPROVED & SAFETY FOR CONSTRUCTION DATE ------ _—BY �KPROJECT : CLG BM @ DEN #1 PAGE: . 4 ASTRUCTURAL. CLIENT: Kessler Residence DESIGN BY: R.A. -'INRUSINGrNJOB NO.: 140894 DATE: 5/30/2015 REVIEW BY: R.A. Wood Beam Design Based on NDS 2012 INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM GLB 5 1/2 x 12 Glulam 24F -1.8E L = 19.5 ft WD = 90 lbs / ft WL = 0 lbs / ft PD1 = 0 lbs Lt = 0 ft PD2 = 0 lbs L2 = 0 ft dL=L/360 5 d Kcr D+ L = L / 240 Wind/Earthquake Load Does member have continuous lateral support by top diaphragm 1 (1= yes, 0= no) 0 No Code Duration Factor, C„ Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 4 Construction Load ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR wseuwa = 16 lbs/ft RLen = 1.03 kips VMax = 0.93 kips, at 12 Inch from left end L L 'oi + ! Po WL Y 1 WO V Camber => 0.36 Inch THE BEAM DESIGN IS ADEQUATE. 51 RRight = 1.03 kips MMax = 5.03 ft -kips, at 9.75 ft from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 5.50 in E'min = 930 ksi E = Ex = 1800 ksi Fb~= 3000 psi d = 12.00 in FbE = 6740 psi Fb = 2,400 psi F = FbE / Fe = 2.25 A = 66.0 int 1 = 792 in Fv = 265 psi Fe = 2,891 psi Sx = 132.0 in R8 = 12.868 < 50 E' = 1,800 ksi F„ = 331 psi /E = 34.8 (ft, Tab 3.3.3 footnote 1) CD CM Ct Ci CL CF CV Cc C, 1.25 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 457 psi < Fb = 2891 psi [Satisfactory] f„ = 1.5 VMax / A = 21 psi < Fv' [Satisfactory] CHECK DEFLECTIONS A (L. Max) = 0.00 in, at 9.750 ft from left end, < d L = L / 360 [Satisfactory] d(KcrD+L, Max) = 0.36 in, at 9.750 ft from left end < dKcrD+L = L / 243 [Satisfactory] Where Ku = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A (1.5D, Max) = 0.36 in, at 9.750 ft from left end CITY OF LA UU11v .. , I BUILDING a SAFv�DEPT. ® �''iCTION FOR C DATES -ABY ECK THE BEAM CAPACITY WITH AXIAL LOAD AL LOAD F = 1 kips -- ALLOWABLE COMPRESSIVE STRESS IS F,' = Fc Co CP CF = 371 psi Where Fc = 1600 psi Co = 1.60 CF = 1.00 (Lumber only) CP = (1+F) / 2c - [((1+F) / 2c)2 - F / c]o.e Fc` Fc Co CF = 2560 psi Le = Ke L = 1.0 L = 234 in b = 5.5 in SF = slenderness ratio = 42.5 < FIE = 0.822 E',,, / SFZ = 377 psi. E'min = 830 ksi F=FIE / F� = 0.147 C = 0.9 E ACTUAL COMPRESSIVE STRESS IS fc = F / A = 15 psi < Fc- i � v VTTTFI F F 0.145 50 [Satisfies NDS 2012 Sec. 3.7.1.4] [Satisfactory] ALLOWABLE FLEXURAL STRESS IS Fp = 3701. psi, [ for Cp :ACTUAL FLEXURAL STRESS IS fb = (M + Fe) / S = 499 psi < Fb' [Satisfactory] :CK COMBINED STRESS [NDS 2012 Sec. 3.9.2] (fc / Fo )2. % / IFb' 0 - fc / FcE)] = 0.142 < 1 [Satisfactory] CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY !�A PROJECT: CLG BM @ DEN # 2 PAGE: STM GTURAL CLIENT : Kessler Residence _ DESIGN BY: R.A. oL'NG1N1"sr?FiNG JOB NO.: 140894 DATE: 5/30/2015 REVIEW BY: R.A. Wood Beam Desian Based on NDS 2012 INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM GLB 5 1/2 x 18 Glulam 24F -1.8E L = 25.5 ft WD = 90 lbs/ft wL= 0 lbs/ft PD, = 1030 lbs L, = 9.5 ft PD2 = 0 lbs L2 = 0 ft dL=L/360 5 d Ker D + L = L / 240 Wind/Earthquake Load Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor. Cr, Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 4 Construction Load ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR wseu w1= 24 lbs / ft RLen = 2.09 kips VMS = 1.92 kips, at 18 Inch from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 5.50 in E'min = 930 ksi d = 18.00 in FbE = 3393 psi A = 99.0 int I = 2,673 In Sx = 297,0 Ina RB = 18.136 < 50 /E = 46.1 (ft, Tab 3.3.3 footnote 1) CD CM Ct CI CL CF 1.25 1.00 1.00 1.00 0.86 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 597 psi < Fb = f„ = 1.5 VMax / A = 29 psi < CHECK DEFLECTIONS Fe = 2,586 d (L, Max) = 0.00 in, at 12.750 ft from left end d (Ker D. L. Max) = 0.51 in, at 12.435 ft from left end Where Kcr = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) Id (1.5D, Max) = 0.51 in, at 12.435 ft from left end L I L or 1 1 Pox 'NL 1 1 1 'r 11111 WD Camber => 0.51 Inch THE BEAM DESIGN IS ADEQUATE. 3 RRIBht = 1.83 kip: MMax = 14.77 ft -kips, at 9.5C ft from left end E = Ex = 1800 ksi Fb = 3000 psi Fb = 2,400 psi F = FbE / Fe = 1.13 Fv = 265 psi Fe = 2,586 psi E' = 1,800 ksi Fv' = 331 psi Cv C, Cr 0.94 1.00 1.00 2586 psi [Satisfactor)] Fvl [Satisfactory] < AL = L / 36,) [Satisfactory] < d Kcr D. L = L / 24) [Satisfactory] F TY OF LA QUINTA ILDING & SAFETY DEPT. FOR CONSTRUCTION DATE --.BY DO? ECK THE BEAM CAPACITY WITH AXIAL LOAD 4L LOAD F = 1 kips ALLOWABLE COMPRESSIVE STRESS IS F,' = F, Co Cp CF = 218 psi Where F, = 1600 psi Co = 1.60 CF = 1.00 (Lumber only) Ca = (1+F) / 2c - [((1+F) / 2c)Z - F / c]o.e F,* F. CD CF = 2560 psi LB = Ke L = 1.0 L = 306 in b = 5.5 In SF =slenderness ratio = 55.6 > FIE = 0.822 E'm,n / SF = 220 psi E'min = 830 ksl F = FI / F,* = 0.086 C = 0.9 ACTUAL COMPRESSIVE STRESS IS f, = F / A = 10 psi < Fe' ALLOWABLE FLEXURAL STRESS IS Fp = 3310 psi, [ for Co = 1.6 J 1 1 F F 0.085 50 [Unsatisfies NDS 2012 Sec. 3.7.1.4] [Satisfactory] :ACTUAL FLEXURAL STRESS IS fo = (M + Fe) / S = 615 psi < Fe [Satisfactory] CHECK COMBINED STRESS [NDS 2012 Sec. 3.9.21 (f. / F.' )2 + % / [F� (1 - f. / F.E)I = 0.197 < 1 [Satisfactory] RL STRUCTURAL ENGINCI I:ING, INC. SHEET: SW -LAYOUT JOB NO.: 140894 DATE: 12/02/14 CLIENT: KESSLER RESIDENCE HI.ROOF SHEAR WALL LAYOUT KESSLER RESIDENCE PARTIAL ROOF SHEAR WALL LAYOUT KESSLER RESIDENCE RA Structural DESIGNED R.A. JOB NO. 140894 PROJECT Kessler Residence CHECKED R.A. SHT OF I9iM;?11 K SUBJECT NSFR DATE 12/02/2014 Shear Wall Design 1st walls } 71 Wall ID I Length (ft) NetH Height (ft) / W Shear (plf) Wall type Allowable shear (plf) Adjusted allowable shear I Wall Drift (in) Wind Seismic Wind Seismic RZI 10-1 8'-0" 13'-9" 1.72 71 216 1 260 364 260 1.03 260 1-1 8'-1" 10'-0" 1.23 150 238 1 260 364 260 1.10 260 11-1 4'-0" 12'-0" 3.00 235 99 1 260 364 173 1.08 12-1 5'-8" 12'-0" 2.11 200 426 3 490 686 465 1.47 13-1 13-2 15-1 8'-0" 10'-0" 1.24 102 172 1 260 364 260 0.89 } 71 16-1 20 17-1 896 18-1 4'- 18-2 8'- 19-1 12' 20-1 3'-, 2-13'= RZI } 71 596 4 MOP,MI 896 640 1MM__ STHD10 i-Ol W.- STHD10 STHD10 MEape STHD10 RZI lowla- 1 I Mmial 224 1.39 } 71 596 4 640 896 640 0.83 STHD10 STHD10 STHD10 STHD10 STHD10 6 211 1 260 364 224 1.39 6 211 1 260 364 260 1.01 8 202 1 260 364 260 1.02 31 78 1 260 364 191 1.19 73 532 5 870 1218 552 2.14 www.structuralsoft.com Hold -Down Remarks End I End J HTT5 HTT5 STHD10 STHD10 STHD10 STHD10 STHD10 1 1 HTT5 STHD10 HTT5 HITS 1 STHD10 STHD10 STHD10 STHD10 STHD10 STHD10 STHD10 STHD10 HDU8-L HDU8-L C:E RA Structural DESIGNED R.A. JOB NO. 140894 PROJECT Kessler Residence CHECKED R.A. SHT OF SUBJECT NSFR DATE 12/02/2014 21-1 Y 1 2-2 6'-0" 10'-6" 1.73 173 532 4 640 896 640 1.29 HDU8-L HDU8-L 22-1 8'-0" 12'-9" 1.58 173 221 1 260 364 260 1.04 STHD10 STHD10 23-1 3'-11" 12'-0" 3.02 176 299 3 490 686 325 1.34 HTT5 HTT5 23-2 6'-5" 12'-0" 1.85 176 299 3 490 686 490 1.00 HTT5 HTT5 24-1 1 3-1 1 5-1 T-0" 10'-0" 1.42 127 405 4 640 896 640 0.95 HTT5 HTT5 5-2 4'-2" 10'-0" 2.37 127 405 3 490 686 413 1.68 HTT5 HTT5 5-3 4'-2" 0'-0" 2.37405 3 490 686 414 1.68 HTT5 HTT5 54 22'-1" 10'-0 d 4 7 405 3 490 686 490 0.79 STHD10 HTT5 7-1 0Z 0 10 0 - _. ,. 173 1.08 1 8-1 4'-0" 12'-0 � —I 5 99 1 260 364 STHD10 STHD10 9-1 8'-0" 13'-97C C7 ;11251 1 1 260 364 260 1.13 HTT5 HTT5 a-1 O o 1 b-1 6'-8" 12'-0" 1.8QU 7 295 2 380 532 380 1.17 HTT5 HTT5 C-1 IT -5- 427 3- 490 686 490 1.30 HTT5 HTT5 www.structuralsoft.com RA Structural --R z -=AOEM. PROJECT Kessler Residence BIGItiEE NG, nC. = SUBJECT NSFR Load Cases: 0.61) + W (0.6 - 0.14S DS )D + 0.7pQ E 1 st Walls DESIGNED R.A. JOB NO. 140894 CHECKED R.A. SHT OF DATE 12/02/2014 Uplift Calculations Post ID Shear Wall Reactions (lbs) Wall Height (ft) Net Uplift (Ibs: Hold Down DL W 0.7E UP9 1-1 2939 -1625 -2575 10.83 -1223 STHD10 UP32 8-1 516 -2397 -1070 10.83 -2089 STHD10 UP34 w-2 574 -894 -1150 11.33 -886 STHD10 UP37 w-1 647 -914 -1150 11.33 -852. STHD10 UP47 t-1 1302 -1031 -1002 10.83 -403 STHD10 UP50 t-1 611 -1054 -1002 10.83 -721 HTT5 18-2 1247 -674 -2289 10.83 -1715 UP59 18-1 1462 -717 -2289 10.83 -1616 STH1310. UP67 13-2 3754 -11745 -14043 10 -12316 PP UP83 c-1 1091 -4908 -5126 12 -4624 HTT5 UP95 2-2 1468 -1861 -6026 11.33 -5350 HDU8-L UP98 2-1 715 -1964 -6026 11.33 -5667 HDU8-L UP99 2-1 678 -1861 -6026 11.33 -5714 HDU8-L UP104 2-2 965 -1964 -6026 11.33 -55&1 HDU8-L UP162 4-1 1602 -3565 -4429 10.83 ,P-Fcy OF LA QUINTA UP172 1-1 7547 -2581 -4377 13 _ ING & 00 13 Din !$IFWV DEPT. 7085 -227 -622 01 & 1 CONS ROVED P173 w-86 5339 -138 -437 10.83 2019 NR Y 5339 -194 -532 0 �__ E UP116 h-2 3952 -1344 -5453 10.83 -3635 STHD14 UP183 h-1 12618 -1344 -5453 10.83 351 NR UP184 d-1 1349 -2162 -6433 13 -5813 HTT5 P189 5156 -59 -186 0 21816 NR www.structuralsoft.com RA Structural DESIGNED R.A. JOB NO. 140894 STRUCTUR41 PROJECT Kessler Residence CHECKED R.A. SHT OF "GINCEBIt;G, LYC, SUBJECT NSFR DATE 12/02/2014 1 st Walls UP315 s-1 1111 -1701 -3819 10.83 -330E HTT5 UP314 s-1 883 -1741 -3819 10.83 -341: HTT5 P188 2806 -82 -260 0 1030 NR w-94 2806 -116 -317 13 974 UP108 5-4 3316 -1363 -4385 10.83 -2859 STHD10 P174 6863 -103 -324 0 2833 NR P175 7945 -330 -1044 0 2611 NR P301 0 -634 -2005 0 -200-5 UP70 c-1 1926 -4927 -5126 12 -424) HTT5 UP233 12-1 6879 -2410 -5116 12 -1952 STHD10 P51 7953 -503 -1590 0 2069 NR P52 11486 -503 -1590 0 369& NR P19 2538 -16 -50 0 1118 NR P78 2157 -13 -41 0 951 NR P139 422 -173 -546 0 -352 www.structuralsoft.com CITY OF------- - LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 1.-E &„ l9