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9911-179 (SFD) Structual CalcsSTRUCTURAL CALCULATIONS FOR FEDDERLY COMPANIES NORRIS RESIDENCE TRADITION, LOT -30 LA QU 1 NTA, CA DESIGN DEVELOPMENT NARENDRA PATEL BY YOUNG ENGINEERING SERVICES OCTOBER 259 1999 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING JOB 47-159 YOUNGS LN. SHEET NO. INDIO, CA. CALCULATED BY 92201 CHECKED BY 760-342-9214 SCALE VERTICAL LOADS: ROOF: OF TYPICAL (PITCHED) TYPICAL (FLAT) DEAD LOAD: DEAD LOAD: 1/2"PLYWOOD 1.50 1/2"PLYWOOD 1.50 TILE 10.00 BUILT-UP ROOF 5.50 2X12 OR 2X TRUSSES @ 24" 2.10 2X12 @ 24" 3.20 1/2" DRYWALL 2.50 1/2" DRYWALL 2.50 INSULATION 1.00 INSULATION 1.00 MISC. 1.90 MISC. 1.30 TOTAL 19.00 P.S.F. TOTAL 15.00 P.S.F. ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 <4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. 16.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. WALL: TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 1.00 2X4 STUDS @ 16" o/c 1.00 MISC. 1.75 TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 1.00 2X6 STUDS @ 16" o/c 1;60 MISC. 1.15 TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO 10.00 1 LAYERS 5/8" DRYWALL 3.13 INSULATION 1:00 2X12 STUDS @ 16" o/c 1.60 MISC. 1.27 TOTAL 17.00 P.S.F. i YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING JOB 47-159 YOUNGS LN. SHEET NO. OF INDIO, CA. CALCULATED BY 92201 CHECKED BY 760-342-9214 SCALE LATERAL LOADS: 'WIND: 80 M.P.H. EXPOSURE C p=CeCgqsl=(1.06)(1.3)(16.4)(1.0)=22.60 P.S.F. 0-15' METHOD 2 p=CeCgqsl=(1.13)(1.3)(16.4)(1.0)=24.09 P.S.F. 15-20' p=CeCgqsl=(1.19)(1.3)(16.4)(1.0)=25.37 P.S.F. 20'-25' SEISMIC: R= 1.10 Na= 0.44 Nv= 0.70 Ca= W BUT NOT LESS THAN Cv= BASE SHEAR: (30-4) (30-5) (30-6) (30-7) 0 1.00 R= 1.10 hn= 0.44 Ct= 0.70 T=Ct(hn)^.75= 1997 U.B.C. 5.50 1= 1.00 21.25 Z= 0.40 0.02 0.20 V= (Cvl/RT)W= 0.647 W SHALL BE THIS EXCEPT V= (2.5Cal/R)W= 0.200 W NEED NOT EXCEED V= (.11Cal)W= 0.048 W BUT NOT LESS THAN V= (.8ZNvl/R)W= 0.041 W BUT NOT LESS THAN IN ZONE 4 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 LOAD CASES: STRENGTH DESIGN: (12-1) (12-2) (12-3) (12-4) (12-5) (12-6) JOB SHEET NO.3 OF CALCULATED BY CHECKED BY SCALE 1AD 1.2D+1.6L+.5(Lr OR S) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) 1.2D+1.3W+f1 L+.5(Lr OR S) 1.2D+1.OE+(f1 L+f2S) .9D +/- (1.OE OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE f1=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D (12-8) D+L+(Lr OR S) ' (12-9) D+(W OR E/1.4) • (12-10) .9D +/-'E/1.4 ` (12-11) D+.75(L+(Lr OR S)+(W OR E/1.4)] • = MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: (12-12) D+L+(Lr OR S) (12-13) D+L+(W OR E/1.4) (12-14) D+L+W+S/2 .. (12-15) D+L+W+S/2+W/2 (12-16) D+L+S+E/1.4 " = MAY USE 1/3 RD STRESS INCREASE a E=pEh+Ev Em=OMEGA Eh p= 2-20/rMAX(Ab)^.5 1<P<1.5 ,u YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LANE INDIO, CA 92201 760-342-9214 VERTICAL LOAD DESIGN LUMBER: DOUGLAS FIR -LARCH W.C.L.I.B. GRADING TRUS JOIST Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165 psi Fv=285 psi Fv=290 psi E=1800000 psi E=2000000 psi SIZE Fb psi Fbr psi Fv psi Fc psi E si 2x4 1500 1725 95 1495 1700000 2x6 1300 1495 95 1430 1700000 2x8 1200 1380 95 1365 1700000 2x10 1100 1265 95 1300 1700000 2x12 1000 1150 95 1300 1700000 2x14 AND WIDER 900 1035 95 1300 1700000 4x4 1500 ---------- 95 1495 1700000 4x6 1300 ------------ 95 1430 1700000 4x8 1200 ----------- 95 1365 1700000 4x10 1100 ------------ 95 1300 1700000 4x12 1000 ----------- 95 1300 1700000 4x14 AND WIDER 900 ----------- 85 1170 1700000 6x6 1300 ------------- 85 925 1600000 6x8 1300 -------- 85 925 1600000 6x10 1300 =----- 85 925 1600000 6x12 1300 85 925 1600000 6x14 1300 -------- 85 925 1600000 GLU-LAM BEAMS MICROLAMS PARALLAMS 24F -V4 DF/DF Fb=2400 psi Fv=165 psi E=1800000 psi SIMPLE POSTS: 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165 psi Fv=285 psi Fv=290 psi E=1800000 psi E=2000000 psi E=2000000 psi CANITILEVER #1 DOUGLAS FIR -LARCH. SIZE Fb psi Fv psi Fc psi E psi 6x 1200 85.00 1000 1600000 FOUNDATION WALLS: ASTM GRADE C-90 NORMAL WEIGHT MASONRY BLOCK Fm=1500 psi REINFORCING STEEL: GRADE 40 Fy=40 ksi t YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING JOB 47-159 YOUNGS LN. SHEET NO. ,�: OF INDIO, CA. CALCULATED BY 92201 CHECKED BY 760-342-9214 SCALE RAFTER TABLE SPACING (IN.)= 24 DL(PSF)= 19 ROOF BUILT-UP LL(PSF)= 20 CEILING DRYWALL TL(PSF)= 39. 'PITCH 0.25 L.D.F.= 1.25 _:12 SIZE 2X4 2X6 2X8 2X10 2X12 WIEGHT(#/'), 1.28 1.64 2.01 2.64 3.37 GRADE No.1 No.1 No.1 No.1 No.1 SPECIES DF DF DF DF DF Fb(PSI) 1725 1495 1380 1265 1150 Sx(IN^3) 3.06 7.56 13.14 21.39 31.64 ' Fv(PSI) 95 95 - 95 95 95 A(IN^2) 5.25 8.25 10.88 13.88 16.88 E(PSI) 1.7E+06 1.7E+06 1.7E+06 1.7E+06 1.7E+06 I(IN^4) 5.36 20.8 47.63 98.93 177.98 DEPTH(IN.) 3.5 5.5 7.25 9.25 11.5 MAX SPAN(FT.) 6.34 9.95 13.10 16.67 20.22 BENDING 8.33 12.16 15.36 18.69 21.58 SHEAR 11.17 17.55 23.04 29.18 35.24 DEFLECTION DL+LL<U240 6.34 9.95 13.10 16.67 20.22 DEFLECTION LL<U360 6.96 10.94 14.42 18.40 22.38 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 SPACING (IN.)= DL(PSF)= 2C LL(PSF)= 2C TL(PSF)= 4C L.D.F.= 1.2E SIZE WIEGHT(#/') GRADE SPECIES Fb(PSI) Sx(IN^3) Fv(PSI) A(IN^2) E(PSI) I(IN^4) DEPTH(IN.) MAX SPAN(FT.) BENDING SHEAR DEFLECTION DL+LL<U240 DEFLECTION LL<U360 JOB SHEET NO. OF CALCULATED BY CHECKED BY SCALE RAFTER TABLE 24 ROOF BUILT-UP CEILING DRYWALL PITCH :12 0.25 2X4 2X6 2X8 2X10 2X12 1.28 1.64 2.01 2.64 3.37 No.1 No.1 No.1 No.1 No.1 DF DF DF DF DF 1725 1495 1380 1265 1150 3.06 7.56 13.14 21.39 31.64 95 95 95 95 95 5.25 8.25 10.88 13.88 16.88 1.7E+06 1.7E+06 1.7E+06 1.7E+06 1.7E+06 5.36 20.8 47.63 98.93 177.98 3.5 5.5 7.25 9.25 11.5 6.29 9.87 12.99 16.54 20.05 8.22 12.01 15.18 18.47 21.32 10.91 17.14 22.51 28.52 34.45 6.29 9.87 12.99 16.54 20.05 6.96 10.94 14.42 18.40 22.38 Young Ehg1neer1ng Services 4-T-159 Youngs Lane Indio, CA 92201 Phone:(760) 342-9214 Job No. Sheet No. Calculated By Checked By `7 Of Date Date O n, • xn r+ ro S err s �xreR I s �+eMrV44 USE 51 $ WI dI= 15 z 2 t /o PI dl= '-i5nll xi = (o/ WI Il. 2.5 pi 11= 3011 - P2 dl= : _ �•S - P2lAn I I = - - - P3 11= IAL4 dl= P4 dl= _ If= P4 11= P5 dl= = P6 dl= _ P6 11= O ^ •H= ro r46 ' ro "" • �+ ro 'herr ' ceKrew Mawr- •INS I2 USE y VWA WI di. I -I dl= XI _ WI = PI 11= - P2 dl= - P2 11= P3 dl= NS - P3 11= P4 dl= _ P4 11= di. P5 dl= X5 _ = P5 11= = P6 d l = X6 = If= P6 II= O F%aM ro ro ' Le►r f = ceHrtw ' wwrV44= USE T� `8� ` r -11W V41 dl= PI dl= Wl 3 PI 11= 3�d V412 e1l. P2 d1= X090 K2 = IN17 Ila P2 113 1 -3Bo = P3 dl= >3 _ _ = p3 11= Pq4- P4 dl= X4 = p4 11= = P5 11= P6 dl= = P6 11= I�! rn•xn re nD ! ro rw � ro ' LGrr s cOReR t'. WI = $ i0 L.S i4t PI dl= 1 xi _ WI = PI II= H-51 = P2 dl= = VtT 11= P2 11= I on = P3 dl= >C3 = WS • P3 I1= a P4 dl= X4 = = P4 11= r�VIS USE �i'$ X S VAS 3 P5 dl= X5 = Ila P5 11= 2P6 dl= X& a = P6 I1= O T•xn rero ! w r"= ro ro Derr ° ce"'e' 'veer WI Clic pl di. —11 5 = WI - PI 11= $SI = P2 dl= • 4i L l� _ NIJ P2 11= t • tr 2. .R?O vn a P3 dl= >C3 = lon = P3 II= elf. P4 dl= X4 a - P4 1I- USE X r>r g Z CTL' = P5 dIa a VIS Ila P5 11= a P6 dl= c If. P6 Ila YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 t CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope: 760-342-9214 Rev: 510002 User KW-0801715.Ver5.1.2.13-Jue.1999.Win32 Timber Beam & Joist (t) 1983-99 ENERCALC d:1ec\norns.ecw:Calculations Description BEAM NO. 1, 2, 18, AND 20 Timber Member Information #/ft; Calculations are designed to, 1997 NDS and 1997 UBC Requirements 68.00 141.00 BEAM 1 BEAM 2 BEAM 18 BEAM 20 Timber Section 145.00 5.125x18.0 6x12 5.125x15.0 5.12502.0 Beam Width ini 5.125 5.500 5.125 5.125 Beam Depth ini 18.000 11.500 15.000 12.000 Le: Unbraced Length ft! 0.00 0.00 0.00 0.00 Timber Grade Shear OK )ouglas Fir. 24F - V )ouglas Fir - Larch, Douglas Fir. 24F - V Douglas Fir. 24F - V Fb - Basic Allow psii 2,400.0 1,350.0 2,400.0 2,400.0 Fv - Basic Allow psis 165.0 85.0 165.0 165.0 Elastic Modulus ksii 1,800.0 1,600.0 1,800.0 1,800.0 Load Duration Factor in-kl 1.250 1.250 1.250 1.250 Member Type ft! Glul-am Sawn Glul-am Glul-am Repetitive Status No No No No Center Span Data Span ft. 18.50 12.50 20.00 14.50 Dead Load #/ft; 176.00 68.00 141.00 663.7 Live Load #/ft; 185.00 1,687.5 145.00 3,000.0 Point#1 DL Ibsi 3,509.00 Bending OK 1,235.00 715.00 LL lbs; 3,012.00 8.5 1,151.00 851.00 @ X ft? 0.500 - 1.000 9.000 Point #2 DL Ibsi 425.00 Shear OK Shear OK 209.00 LL lbs; 3,848.60 425.00 2,979.30 220.00 @ X ft! 14.500 9.000 f Results Ratio = 0.2665 0.0804 0.3287 0.2212 Mmax @ Center in-kl 215.21 15.94 186.21 81.64 @ X = ft! 9.03 6.25 9.60 8.99 fb : Actual psis 777.6 131.5 968.9 663.7 Fb : Allowable psis 2,917.5 1,687.5 2,948.1 3,000.0 LL Ibsi ,Bending OK Bending OK Bending OK Bending OK tv : Actual psil 53.9 8.5 51.4 30.2 Fv : Allowable psi; 206.3 106.3 206.3 206.3 LL Ibsi Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibsi 5,134.05 425.00 2,583.25 350.48 LL Ibsi 4,641.84 0.00 2,543.45 406.24 Max. DL+LL Ibsi 9,775.90 425.00 5,126.70 756.72 @ Right End DL Ibsi 2,055.95 425.00 1,471.75 573.52 LL Ibsi 1,792.65 0.00 1,507.55 664.76 Max. DL+LL Ibsi 3,848.60 425.00 2,979.30 1,238.28 Deflections Center DL Defl ini -0.131 -0.033 -0.216 -0.071 UDefl Ratio 1,694.0 4,478.8 1,110.2 2,463.7 Center LL Defl in: -0.121 0.000 -0.220 -0.082 UDefl Ratio 1,831.9 0.0 1,089.3 2,125.5 Center Total Defl in -0.252 -0.033 -0.436 -0.152 Location ft; 9.176 6.250 9.840 7.772 UDefl Ratio 880.2 4,478.8 549.8 1,141.1 YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 User, KW0601715. Ver5.1. 2. 13 -Jun -1999. W,n32 Steel Beam Design Page 1 (c) 198}gg ENERCALC d \ecVlorns.ecw:Calculations Description BEAM NO. 13 General Information 3.80 k -ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS8X6X3/16 Depth Fy 36.00ksi k -ft Beam OK Pinned -Pinned Load Duration Factor 1.25 Center Span 7.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.250 Right Cant 0.00 ft k -ft Max. M @ Right Lu : Unbraced Length 0.00 ft Point Loads Moment 3.801 k -ft 21.060 k -ft Max. Deflection -0.018 in #1 #2 #3 #4 #5 #6 7k # Dead Load 2.620 Shear @ Right 3.81 k fb / Fb 0.180 : 1 Live Load 1.760 Length/DL Defl 7,756.8: 1 k Short Term -0.018 in Length/(DL+LL Defl) 4,757.1: 1 -0.018 Location 6.000 Shear 3.814 k 21.600 k N Summary 3.80 k -ft 2.29 3.80 Depth 8.000 in k -ft Beam OK Width 6.00Oin 1-xx Static Load Case Governs Stress i Thickness Using: TS8X6X3/16 section. Span = 7.00ft, Fy = 36.Oksi Max. M @ Left 30.10 in4 End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.250 S-xx 11.700 in3 k -ft Max. M @ Right Actual Allowable Moment 3.801 k -ft 21.060 k -ft Max. Deflection -0.018 in 0.43 0.69 fb : Bending Stress 3.898 ksi 21.600 ksi k Shear @ Right 3.81 k fb / Fb 0.180 : 1 3.81 Length/DL Defl 7,756.8: 1 k Center Defl. -0.018 in Length/(DL+LL Defl) 4,757.1: 1 -0.018 -0.018 Shear 3.814 k 21.600 k - Left Cant Defl 0.000 in 0.000 tv : Shear Stres; 1.271 ksi 14.400 ksi 0.000 0.000 in Right Cant Defl fv f Fv 0.088 : 1 0.000 0.000 0.000 Force & Stress Summary «_ These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Center 0 Center Cants Cants Max. M + 3.80 k -ft 2.29 3.80 Depth 8.000 in k -ft Max. M - Width 6.00Oin 1-xx 46.80 in4 r-yy 2.449 in Thickness k -ft Max. M @ Left 30.10 in4 S-xx 11.700 in3 k -ft Max. M @ Right S-yy 10.033 in3 k -ft Shear @ Left . 0.69 k 0.43 0.69 k Shear @ Right 3.81 k 2.31 3.81 k Center Defl. -0.018 in -0.011 -0.018 -0.018 0.000 0.000 in - Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.69 0.43 0.69 0.69 k Reaction @ Rt 3.81 2.31 3.81 3.81 k Box Section fails 1.5.1.4.4 with Depth > 6•Tf Section Properties TS8X6X3/16 1 Depth 8.000 in Weight 17.05 #/ft r-xx 3.053 in Width 6.00Oin 1-xx 46.80 in4 r-yy 2.449 in Thickness 0.188 in I-yy 30.10 in4 S-xx 11.700 in3 Area 5.02 int S-yy 10.033 in3 . . k . if 47. . . . . . . . . SL rr,,�� . . . . . . . . . . . . �� - z��1 t bl .+ � Irl • oz'.=-,Q.ZC1 . 1r O irILb-L•bS (09,L)'vuot,{: 040(3 hg 10=12 anQ Fg pajvjngIeO 'd0.'oIPuI 40 oN IOOHG ouEn s6unoJ• bSl-l.b oN.go� oo1In.�oS 6upooulBu� 6unoA ,. YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 ` CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope: 760-342-9214 11 Rev: 510002 --' User. KW0001715. Ver 512. 13 -Jun -1999. ~32 Multi -Span Timber Beam Page 1 (d 199}99 ENERCALC &\e6norns ecw:Calculations Description BEAM NO. 3 --------- -- General Information II Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information #/ft DescriptionSPAN t SPAN 2 Span ftl 5.00 21.00 Timber Section 5.125x24.0 5.125x24.0 Beam Width in I . •5.125 5.125 Beam Depth in i 24.000 24.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft! 0.00 0.00 Member Type GluLam GluLam Loads #/ftl Live Load Used This Span ? Yes Yes Dead Load #/ft ' 395.00 310.00 Live Load #/ft' 395.00 ft l Dead Load #/ft 395.00 Live Load #/ft 395.00 Start ft @ X = End ft : 5.000 2.500 Dead Load @ Left #Rt' 304.00 Dead Load @ Right #/ft: 304.00 Live Load @ Left #/ftl 310.00 Live Load @ Right #/ft' 310.00 Start ft l 2.500 End ftl 5.000 21.000 Point #1 Dead Load Ibsi 478.00 Live Load Ibs1 1 Query Values @ X ft i 2.500 Results k+ 3.83 8.66 Mmax @ Cntr in -k 0.0 259.1 @ X = 'ft: 0.00 12.60 Max @ Left End in -k 0.0 -348.1 Max @ Right End in -k -348.1 0.0 fb : Actual psis 707.4 707.4 Fb : Allowable psi: 3,000.0 2,799,1 in; , Bending OK Bending OK Shear @ Left k+ 3.83 8.66 Shear @ Right k i 7.78 5.15 fv : Actual psi; 75.6 86.8 Fv : Allowable psi. 206.3 206.3 k 8.47 Shear OK Shear OK Reactions & Deflection OL @ Left kl -1.97 8.47 LL @ Left k1 -1.86 .7.97 Total @ Left k 1 -3.83 16.44 OL @ Right k 8.47 2.56 LL @ Right k1 7.97 2.59 Total @ Right k! 16.44 5.15 Max. Deflection in; 0.007 -0.133 @ X = ft' 2.97 11.62 1 Query Values Location ftl 0.00 0.00 Moment in-ki 0.0 -348.1 Shear Ibs1 -3.8 8.7 Deflection in- 0.0000 0.0000 YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL. ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope: 760-342-9214 Rev S10002 -- --- -----�------ User.NWOSW715.Ver 5.12.13-1-1999.W,n32 General Timber Beam Page 1 (c) 1983.99 ENERCALC d:\ec\norns.ecw:Calcula lions rl Description BEAM NO. 4 General Information Max Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x24.0 Center Span 25.00 It .....Lu 0.00 It Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 112.8 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,800.0ksi Full Lengh Uniform Loads Center DL 224.00 #/ft LL 230.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 478.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 21.750 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 25.00ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Moment Sxx Req'd Allowable lb Max Stress Ratio 0.342 : 1 Center Span... Dead Load Total Load Left Cantilever... Maximum Moment 38.5 k -ft Maximum Shear ' 1.5 8.2 k Allowable 112.8 k -ft ...Location Allowable 12.500 ft 25.4 k Max. Positive Moment 38.52 k -ft at 12.600 ft Shear: @ Left 6.10 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 6.45 k Max @ Left Support 0.00 k -ft Max. Left Reaction Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Stress Calcs 2.249 in @ Center 0.328 in Max. M allow 112.78 Reactions... @ Right 0.000 in fb 939.47 psi fv 66.92 psi Left DL 3.23 k Max 6.10 k Fb 2,750.72 psi Fv 206.25 psi Right DL 3.58 k Max 6.45 k Deflections Max Moment Sxx Req'd Allowable lb @ Center 38.52 k -ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.219 in -0.409 in Deflection 0.000 in 0.000 in ...Location 12.600 ft 12.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,370.4 733.27 Right Cantilever... Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Deflection 0.000 in 0.000 in Max. Left Reaction 6.10 k Bearing Length Req'd ...Length/Deft 0.0 0.0 Stress Calcs 2.249 in -� Bending Analysis Ck 19.865 Le 0.000 It Sxx 492.000 in3 Area 123.000 in2 Cv 0.917 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable lb @ Center 38.52 k -ft 168.04 in3 2,750.72 psi @ Left Support 0.00 k -ft 0.00 in3 2,750.72 psi @ Right Support 0.00 k -ft 0.00 in3 2,750.72 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.70 k 8.23 k Area Required 37.339 in2 39.911 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 6.10 k Bearing Length Req'd 2.125 in Max. Right Reaction 6.45 k Bearing Length Req'd 2.249 in _ YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 t nr: JWT Date: CIVIL AND STRUCTURAL ENGINEERS Ds 9 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 1� Rev: 510002 User: KW -0601715. ver 5.12. 13-Jur41999.W,r32 General Timber Beam2 21 (t) 1967.99 ENERCAIC Page — Veclnorri s. ecw: Calculations Description BEAM NO. 4 Query Values — —� M. V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 6.10 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Young Engineering Servlcea 4'7-154 Youngs Lane Indlo, GA 42201 Phone:(`760) 342-4214 i U Job No. Sheet No. I? Of Galculated By Date Ghecked By Date �-� uL- ` z/Z 4ji WLTjI�' Iel 1*12— WLTjI�' Iel . . . . . . . . . . . >, x 17 . . . . . . . . . . . -r"F . ,JD , YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE Title: NORRIS RESIDENCE Job # 99-1401-03 Dsgnr: JWT Date: Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 `'S ..Aev: 510002 Uwr..KW-0a01715.Ver512. 13•hn•1999. Win32 General Timber Beam Page 1 11 (C) 1983-99 ENERCALC dlednorrls.ecw.Calculatlons U Description BEAM NO. 5 General Information Max Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x24.0 Center Span 23.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 11.500 ft Bm Wt. Added to Loads 11.562 ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,800.0ksi Trapezoidal Loads Max Moment Sxx Req'd Allowable fb Max Stress Ratio 1 #1 DL @'Left 120.00 #/ft LL @ Left 120.00 #/ft Start Loc 0.000 ft DL @ Right 120.00 #/ft LL @ Right 120.00 #/ft End Loc 11.500 ft Point Loads 11.562 ft - -- - --------�--------� Dead Load 2,559.0 lbs 3,225.0 lbs lbs lbs lbs lbs lbs Live Load 2,590.0 lbs 2,875.0 lbs lbs lbs lbs lbs lbs ...distance 11.500 ft 11.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 23.50ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Moment Sxx Req'd Allowable fb Max Stress Ratio 0.670 ; 1 Center Span... Dead Load Total Load Left Cantilever... Maximum Moment 76.0 k -ft Maximum Shear ' 1.5 11.5 k Allowable 113.5 k -ft 0.000 in Allowable 11.562 ft 25.4 k Max. Positive Moment 76.00 k -ft at 11.468 ft Shear: @ Left 8.17 k Max. Negative Moment 0.00 k -ft at 0.000 ft 206.25 psi @ Right 6.52 k Max @ Left Support 0.00 k -ft 0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.0 Stress Calcs @ Center 0.466 in Max. M attaw 113.48 Reactions... Bending Analysis @ Right 0.000 in fb 1,853.73 psi fv 93.16 psi Left DL 4.34 k Max 8.17 k Fb 2,767.79 psi Fv 206.25 psi Right DL 3.51 k Max 6.52 k Deflections Max Moment Sxx Req'd Allowable fb @ Center 76.00 k -ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.310 in -0.588 in Deflection 0.000 in 0.000 in ...Location 11.562 ft 11.562 ft ...Length/Deft 0.0 0.0 ...Length/Deft 908.6 479.61 Right Cantilever... Fv: Allowable 206.25 psi 206.25 psi Bearing @ Stmports Deflection 0.000 in 0.000 in Max. Left Reaction 8.17 k Bearing Length Req'd ...Length/Deft 0.0 0.0 Stress Calcs 2.272 in Bending Analysis Ck 19.865 Le 0.000 ft Sxx 492.000 in3 Area 123.000 int Cv 0123 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 76.00 k -ft 329.52 in3 2,767.79 psi @ Left Support 0.00 k -ft 0.00 in3 2,767.79 psi @ Right Support 0.00 k -ft 0.00 in3 2,767.79 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.46 k 9.70 k Area Required 55.556 in2 47.011 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Stmports Max. Left Reaction 8.17 k Bearing Length Req'd 2.847 in Max. Right Reaction 6.52 k Bearing Length Req'd 2.272 in r YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 IG Rev: 510002 User: KW0601715, Ver 5.12.13•Jun•1999. Win72 General Timber Beam .__ Page 2 (c) 1983•99 ENERCALC d:\eclnoms.ecw:Calculations Description BEAM NO. 5 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 8.17 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in n YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 - { User. KW -0801715. Ver 5.12.13-JuM1999. Win32 General Timber Beam Page 1 (c) 198199 ENERCALC d:�eclnorns.ecw:Calculations t Description BEAM NO. 6 General Information Max Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements 9 Section Name 6x12 Max Stress Ratio Center Span 12.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 17.0 k -ft _ Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads 1 #1 DL @ Left 1.71.00 #/ft LL @ Left 180.00 #/ft Start Loc 0.000 ft DL @ Right 19.00 #/ft LL @ Right 20.00 #/ft End Loc 0.000 ft Summary Beam Design OK ; Span= 12.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Moment Sxx Read Allowable fb Max Stress Ratio 0.290 : 1 Center Span... Dead Load Total Load Left Cantilever... Maximum Moment Total Load 4.2 k -ft Maximum Shear " 1.5 2.0 k Allowable 0.000 in 17.0 k -ft _ 6.100 ft Allowable ...Length/Deft 6.7 k Max. Positive Moment 4.16 k -ft at 5.500 ft Shear: @ Left 1.64 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.000 in @ Right 0.99 k Max @ Left Support 0.00 k -ft ...Length/Deft 0.0 Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.081 in Max. M allow 17.05 Reactions... @ Right 0.000 in fb 411.92 psi fv 30.85 psi Left DL 0.85 k Max 1.64 k Fb 1,687.50 psi Fv 106.25 psi Right OL 0.53 k Max 0.99k Deflections Max Moment Sxx Read Allowable fb @ Center 4.16 k -ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.054 in -0.103 in Deflection 0.000 in 0.000 in ...Location 6.100 ft 6.050 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,768.0 1,449.30 Right Cantilever... Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Deflection 0.000 in 0.000 in Max. Left Reaction 1.64 k Bearing Length Req'd ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Query Values Max Moment Sxx Read Allowable fb @ Center 4.16 k -ft 29.59 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support 0.0000 in Design Shear 1.95 k 1.39 k .Area Required 18.363 in2 13.053 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.64 k Bearing Length Req'd 0.476 in Max. Right Reaction 0.99 k Bearing Length Req'd 0.287 in Query Values 4 1 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.64 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Young Engineering Serv(cea Job No. 47-154 Youngs Lane Sheet No. t8 Of Indio, CA Calculated By Date _ 92201 Checked By Date Phone:(`76O) 342-4214 O ZI 2-1 Z - . YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 \ -- ----- Rei. St 0002 User. KW.0901715. Ver 512. 13 -Jun -1999, W,n32 General Timber Beam _ Page 1 9 (c) 1993.99 ENERCALC dleclnorns.ecw:Calculations 0. Description BEAM NO. 7 General Information Max Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements 9, Section Name 6x12 @ Center Center Span 11.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 , Bm Wt. Added to Loads" 0.469 : 1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Lengh Uniform Loads Center DL 210.00 #/ft LL 210.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Max Moment Sxx Req'd Allowable fb @ Center 7.19 k -ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection Beam Design OK I Span= 11.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin 0.000 in 0.000 in ...Location Max Stress Ratio 0.469 : 1 ...Length/Deft 0.0 0.0 ...Length/Deft Maximum Moment 899.27 7.2 k -ft Maximum Shear 1.5 3.2 k Allowable Bearing @ Supports 17.0 k -ft 0.000 in Allowable Max. Left Reaction 6.7 k Max. Positive Moment 7.19 k -ft at 5.750 ft Shear: @ Left 2.50 k Max. Negative Moment 0.00 k -ft at 11.500 ft - @ Right 2.50 k Max @ Left Support 0.00 k -ft Ck 24.972 Le 0.000 ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Rb 0.000 CI 0.000 @ Center 0.119 in Max. M allow 17.05 Reactions... @ Right 0.000 in fb 711.71 psi fv 49.82 psi Left DL 1.29 k Max 2.50 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.29 k Max 2.50k Deflections Max Moment Sxx Req'd Allowable fb @ Center 7.19 k -ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.079 in -0.153 in Deflection 0.000 in 0.000 in ...Location 5.750 ft 5.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,738.8 899.27 Right Cantilever... Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Deflection 0.000 in 0.000 in Max. Left Reaction 2.50 k Bearing Length Req'd ...Length/Deft 0.0 0.0 Stress Calcs 0.728 in Bending Analysis Ck 24.972 Le 0.000 ft Sxx ' 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Query Values Max Moment Sxx Req'd Allowable fb @ Center 7.19 k -ft 51.13 in3 1,687.50 psi @ Left Support 0.00 k -ft r 0.00 in3 1,687.50'psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support 0.0000 in Design Shear 3.15 k 3.15 k Area Required 29.657 in2 29.657 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.50 k Bearing Length Req'd 0.728 in Max. Right Reaction 2.50 k Bearing Length Req'd 0.728 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.50 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOl,1NG'ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 0 Rev: 510002 - -_--- User.KW.0001715.Ver 5.1.2.13-Ju1r1999 ~32 Steel Beam Design Page 1 (c) 1981.99 ENERCALC d:\ec\norns ecw:Calculations Description BEAM NO. 8 BENT STEEL General Information 7.000 in Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS7X5X1/2 Width Fy 36.00ksi Static Load Case Governs Stress ( Pinned -Pinned Load Duration Factor 1.25 Center Span 19.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Allowable Right Cant 0.00 ft Moment 10.619 k -ft 32.657 k -ft Lu : Unbraced Length 0.00 ft fb : Bending Stress 7.024 ksi 21.600 ksi Distributed Loads 1,058.1:1 fb / Fb 0.325:1 2.24 k #1 #2 #3 #4 #5 #6 #7 DL 0.100 608.5: 1 Shear 2.236 k k/ft LL 0.100 -0.375 fv : Shear Stress 0.319 ksi k/ft ST 0.000in fv / Fv 0.022 : 1 k/ft Start Location 0.000 0.000 in ft End Location 19.000 0.000 0.000 ft allMMdFy 7.000 in Weight Beam OK ' Width 5.000in Static Load Case Governs Stress ( Using: TS7X5X1/2 section, Span = 19.00ft. Fy = 36.Oksi 0.500 in I-yy 37.20 in4 End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.250 k -ft Max. M @ Right 18.143 in3 Actual Allowable S-yy 14.880 in3 Moment 10.619 k -ft 32.657 k -ft Max. Deflection -0.375 in fb : Bending Stress 7.024 ksi 21.600 ksi Length/DL Defl 1,058.1:1 fb / Fb 0.325:1 2.24 k 1.29 2.24 Length/(DL+LL Defl) 608.5: 1 Shear 2.236 k 50.400 k -0.375 -0.375 fv : Shear Stress 0.319 ksi 14.400 ksi Left Cant Defl 0.000in fv / Fv 0.022 : 1 0.000 0.000 0.000 Force & Stress Summary «_ These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only (c. Center Center Cants Cants Max. M + 10.62 k -ft 6.11 10.62 k -ft Max. M - 7.000 in Weight 35.33 #/ft r-xx 2.471 in Width 5.000in k -ft Max. M @ Left Thickness 0.500 in I-yy 37.20 in4 k -ft Max. M @ Right 18.143 in3 Area 10.40 in2 S-yy 14.880 in3 k -ft Shear @ Left 2.24 k 1.29 2.24 k Shear @ Right 2.24 k 1.29 2.24 k Center Defl. -0.375 in -0.215 -0.375 -0.375 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.24 1.29 2.24 2.24 k Reaction @ Rt 2.24 1.29 2.24 2.24 k Box Section fails 1.5.1.4.4 with Depth > 6'Tf Section Properties TS7X5X1/2 Depth 7.000 in Weight 35.33 #/ft r-xx 2.471 in Width 5.000in I -XX 63.50 in4 r-yy 1.891 in Thickness 0.500 in I-yy 37.20 in4 S-xx 18.143 in3 Area 10.40 in2 S-yy 14.880 in3 Young Engineering 5ervlce5 Job No. 4i -I5,9 Youngs Lane Sheet No. Of Indio, GA Golculoted By _ Date 42201 Checked By Date Phone:(`760) 342-9214 *- ... k), O0- L .6 .v- f. 2,'. z zl=. 4Zfl T'LF . z,f:P �-� V*' �D U ............... YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002_..- Uwr.KW.0801715.Ver 5.1.2.13-Jun-1999.W,n32 Multi -Span Timber Beam Page 1 (c) 1983.99 ENERCALC d: \ec\norns. ecw:Calcu lations Description BEAM NO. 9 General Information #/ft 240.00 Dead Load @ Right Douglas Fir, 24F - V8 - 420.00 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi Load Duration Factor 1.250 420.00 Start ft; Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information ft 15.000 7.000 3.500 Description SPAN 1 SPAN 2 SPAN 3 Span ft- 15.00 7.00 3.50 Timber Section 5.125x13.5 5.125x13.5 5.125x13.5 Beam Width in 5.125 5.125 5.125 Beam Depth in. 13.500 13.500 13.500 End Fixity Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 0.00 Member Type Glul-am Glul-am Glul-am ------------ Loads --- 0.00 0.00 Live Load Used This Span ? Yes Yes Yes Dead Load #/ft Shear 180.00 90.00 Live Load #/ft -0.6 180.00 90.00 Dead Load @ Left #/ft 240.00 Dead Load @ Right #/ft - 420.00 Live Load @ Left #/ft 240.00 Live'Load @ Right #/ft 420.00 Start ft; 3.50 End ft 15.000 7.000 3.500 Results k 3.56 •3.72 0.58 Mmax @ Cntr in -k 142.9 37.6 0.0 @ X = ft: 6.40 7.00 3.50 Max @ Left End in -k 0.0 -169.0 37.6 Max @ Right End in -k -169.0 37.6 0.0 fb : Actual psi 1,085.9 1,085.9 241.6 Fb : Allowable psi 3,000.0 3,000.0 3,000.0 in -0.219 Bending OK Bending OK Bending OK Shear @ Left k 3.56 •3.72 0.58 'Shear @ Right k 6.34 1.20 1.21 fv : Actual psi 116.0 71.9 21.8 Fv : Allowable psi 206.3 206.3 206.3 k 5.03 Shear OK Shear OK Shear OK Reactions & Deflection I . 1 DL @ Left k 1.78 5.03 -0.89 LL @ Left k 1.78 5.03 -0.89 Total @ Left k 3.56 10.06 -1.78 DL @ Right k 5.03 -0.89 0.61 LL @ Right k 5.03 -0.89 0.61 Total @ Right k 10.06 -1.78 1.21 Max. Deflection in -0.219 0.023 -0.003 @ X = ft 6.90 2.43 1.52 Query Values Location ft. 0.00 0.00 0.00 Moment in -k 0.0 -169.0 37.6 Shear lbs 3.6 3.7 -0.6 Deflection in 0.0000 0.0000 0.0000 YO.VNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE Title: NORRIS RESIDENCE Dsgnr: JWT Description : SFD Date: Job # 99-1401-03 INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 User. KW.0801715. Ver 5.12, 13 -Jun -1999. Win32 General Timber Beam Page 1 (c) 1983.99 ENERCALC daeOnorns.ecw:Calculations Description BEAM NO. 10 General Information 22.25 k -ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x18.0 Max @ Left Support Center Span 20.00 It .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 ...Location Bm Wt. Added to Loads 9.680 ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Trapezoidal Loads _ A #1 DL @ Left 390.00 #/ft LL @ Left 400.00 #/ft Start Loc 0.000 ft DL @ Right 19.00 #/ft LL @ Right 20.00 #/ft End Loc 20.000 ft I Summary w Span= 20.00ft, Beam Width = 5.125in x Max Stress Ratio Maximum Moment Allowable Depth = 18.in, Ends are Pin -Pin 0.354 • 1 Max. Positive Moment 22.25 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 66.76 fb 964.60 psi fv Fb 2,894.88 psi Fv 22.2 k -ft Maximum Shear ' 1.5 66.8 k -ft Allowable fb Allowable I at 8.640 ft Shear: @ Left at 0.000 It Deflection @ Right -0.351 in Deflection Camber: @ Left ...Location 9.680 ft 9.680 ft @ Center 0.0 0.0 ...Length/Deft @ Right 684.18 Reactions... Fv: Allowable 206.25 psi 72.92 psi Left DL 2.88 k Max 206.25 psi Right DL 1.64 k Max Beam Design OK - 6.7 k 19.0 k 5.61 k 3.11 k 0.000 in 0.273 in 0.000 in 5.61 k 3.11 k Deflections Max Moment Sxx Read Allowable fb @ Center I Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.182 in -0.351 in Deflection 0.000 in 0.000 in ...Location 9.680 ft 9.680 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,319.3 684.18 Right Cantilever... Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Deflection 0.000 in 0.000 in Max. Left Reaction 5.61 k Bearing Length Req'd ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 0.965 Rb 0.000 CI 0.000 Query Values Max Moment Sxx Read Allowable fb @ Center 22.25 k -ft 92.22 in3 2,894.88 psi @ Left Support 0.00 k -ft 0.00 in3 2,894.88 psi @ Right Support 0.00 k -ft 0.00 in3 2,894.88 psi Shear Analysis @ Left Support @ Right Support 0.0000 in Design Shear 6.73 k 4.48 k Area Required 32.614 in2 21.707 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 5.61 k Bearing Length Req'd 1.956 in Max. Right Reaction 3.11 k Bearing Length Req'd 1.084 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00 k -ft 5.61 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Young Engineering Serv(cee Job No. 41-159 Young9 Lane Sheet No. 4 Of Indio, CA Calculated By Date 92201 Checked By Date Phone,(`760) 342-9214 a L i v I. r G:�- . . . . . . . . . . .. . . . . fox b Fit 20 . . . . P,, LILI .i YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: . 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Yes Yes Scope 760-342-9214 V S _ Rm 510002 User: KW -0801715. Ver 5.12. 11Jun1999. W,n32 -� - Multi -Span Steel Beam - Page 1 (c)1983-99 ENERCALC d:leclnorns.ecw:Calculations 11 Description BEAM NO. 11 CURVING STEEL Live Load k/ft General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy - Yield Stress 36.00 ksi Load Duration Factor 1.25 Spans Considered Continuous Over Supports Span Information - - Description SPAN 1 SPAN 2 SPAN 3 SPAN 4 Span ft'. 13.00 8.00 12.00 10.00 Steel Section TWX5X1/4 TS7XSX1/4 TS7XSX114 TS7XSX1/4 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft " 0.00 0.00 0.00 0.00 Loads Live Load Used This Span ? Yes Yes Yes Yes Dead Load k/ft 0.135 0.135 0.165 0.165 Live Load k/ft 0.070 0.070 0.100 0.100 Results. 0.96 - - - --------------- ----- - - -� Mmax @ Cntr k -ft' 2.98 0.00 2.09 1.76 @ X = ft I 5.37 0.00 5.44 6.33 Max @ Left End k -ft. 0.00 -2.95 -1.85 -3.60 Max @ Right End k -ft -2.95 -1.85 -3.60 0.00 fb : Actual psi: 3,293.2 3,265.0 3,983.4 3,983.4 Fb : Allowable psi( 21,600.0 21,600.0 21,600.0 21,600.0 Bending OK Bending OK Bending OK Bending OK tv : Actual psi l 445.6 273.9 496.1 481.5 Fv : Allowable psi l 14,400.0 14,400.0 14,400.0 14,400.0 1.29 0.36 Shear OK Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 1 1.11 0.96 1.44 1.69 Shear @ Right k 1.56 0.68 1.74 0.96 Reactions... - DL @ Left k 0.73 1.67 1.34 2.13 LL @ Left k 0.38 0.85 0.79 1.29 Total @ Left k 1.11 2.52 2.12 3.42 OL @ Right k 1.67 1.34 2.13 0.60 LL @ Right k 0.85 0.79 1.29 0.36 Total @ Right k 2.52 2.12 3.42 0.96 Max. Deflection in! -0.071 0.013 -0.036 -0.020 @ X = ftl 5.98 3.52 5.60 5.93 Span/Deflection Ratio 2,187.9 7,328.4 4,048.8 6,035.0 Query Values Location ft: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k . 1.11 0.96 1.44 1.69 0.00 0.00 0.00 0.00 Moment k -ft , 0.00 -2.95 -1.85 -3.60 0.00 0.00 0.00 0.00 Max. Deflection in • 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510002 User. KW.0601715. Ver 5.1.2. 13 -Jur 1999. ~32 Ic1 1993.99 ENERCALC Title: NORRIS RESIDENCE Dsgnr: JV T Description : SFD Scope: Multi -Span Steel Beam Description BEAM NO. 11 CURVING STEEL Job # 99-1401-03 Date: ---- ----- Page 1 dleclnorris ecw:Calculations General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy - Yield Stress 36.00 ksi Load Duration Factor 1.25 Spans Considered Continuous Over Supports Span Information 1 Description SPAN 1 SPAN 2 SPAN 3 SPAN 4 Span ft' 13.00 8.00 12.00 10.00 Steel Section WSX16 WSX16 WSX16 WSX16 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft 0.00 0.00 0.00 0.00 Loads Live Load Used This Span ? Yes Yes Yes Yes Dead Load k/ft' 0.135 0.135 0.165 0.165 Live Load k/ft 0.070 0.070 0.100 0.100 Results Mmax @ Cntr k-ft 2.98 0.00 2.09 1.76 @ X = ft i 5.37 0.00 5.44 6.33 Max @ Left End k -ft 0.00 -2.95 -1.85 -3.60 Max @ Right End k -ft: -2.95 -1.85 -3.60 0.00 fb : Actual psi: 4,204.9 4,168.9 5,086.3 5,086.3 Fb : Allowable psi: 23,760.0 23,760.0 23,760.0 23,760.0 Bending OK Bending OK Bending OK Bending OK .tv : Actual psi 1,297.2 797.2 1,444.2 1,401.7 Fv : Allowable psi 14,400.0 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 1.11 0.96 1.44 1.69 Shear @ Right k 1.56 0.68 1.74 0.96 Reactions... DL @ Left k 0.73 1.67 1.34 2.13 LL @ Left k 0.38 0.85 0.79 1.29 Total @ Left k 1.11 2.52 2.12 3.42 DL @ Right k 1.67 1.34 2.13 0.60 LL @ Right k : 0.85 0.79 1.29 0.36 Total @ Right k ; 2.52 2.12 3.42 0.96 Max. Deflection in: -0.127 0.023 -0.063 -0.035 @ X = ft 5.98 3.52 5.60 5.93 Span/Deflection Ratio 1,226.4 4,107.8 2,269.5 3,382.8 Query Values - Location ft, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k; 1.11 0.96 1.44 1.69 0.00 0.00 0.00 0.00 Moment k -ft 0.00 -2.95 -1.85 -3.60 0.00 0.00 0.00 0.00 Max. Deflection in i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE Title: NORRIS RESIDENCE Dsgnr: JWT Description : SFD Date: Job # 99-1401-03 INDIO, CALIFORNIA 92201 Scope 760-342-9214 G Rev: 510002 ' user: KW.0801715. Ver 5.1.2. 13 -Jun -1999. W,n32 Steel Beam Design Page 1 IN (c) 1983-99 ENERCALC d:le6norns.ecw:Calculations Description - BEAM NO. 12 General Information 8.000 in Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS8X6X1/2 Width Fy 36.00ksi Governs Stress Using: TS8X6X1/2 section, Span = 17.50ft, Fy = 36.Oksi Pinned -Pinned Load Duration Factor 1.25 Center Span 17.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Moment 22.700 k -ft 46.350 k -ft Right Cant 0.00 ft fb : Bending Stress 10.579 ksi 21.600 ksi Length/DL Deft Lu : Unbraced Length 0.00 ft 3.39 k 2.09 3.39 Trapezoidal Loads Length/(DL+LL Defl) 579.2: 1 Shear 3.391 k #1 DL @ Left 0.060 LL @ Left 0.060 ST @ Left k/ft Start ft DL @ Right 0.090 LL @ Right 0.090 ST @ Right k/ft End 8.750 ft #2 DL @ Left 0.090 LL @ Left 0.090 ST @ Left k/ft Start 8.750 ft DL @ Right , 0.060 LL @ Right 0.060 ST @ Right k/ft End 17.500 ft Point Loads 0.000 0.000 0.000 0.000 #1 #2 #3 #4 #5 #6 #7 Dead Load 2.130 k Reaction @ Rt k Live Load 1.290 3.39 3.39 k Short Term Location 8.750 summary 8.000 in Weight Beam OK Width 6.00Oin Static Load Case Governs Stress Using: TS8X6X1/2 section, Span = 17.50ft, Fy = 36.Oksi 0.500 in I-yy 65.70 in4 End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.250 k -ft Max. M @ Right 25.750 in3 Actual Allowable S-yy ' 21.900 in3 Moment 22.700 k -ft 46.350 k -ft Max. Deflection -0.363 in fb : Bending Stress 10.579 ksi 21.600 ksi Length/DL Deft 940.5:1 fb / Fb 0.490 : 1 3.39 k 2.09 3.39 Length/(DL+LL Defl) 579.2: 1 Shear 3.391 k 57.600 k -0.363 -0.363 fv : Shear Stres! 0.424 ksi 14.400 ksi Left Cant Defl 0.000 in fv / Fv 0.029 : 1 0.000 0.000 0.000 Force & Stress Summary «_ These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max. M + 22.70 k -ft 13.99 22.70 k -ft Max. M - 8.000 in Weight 42.12 #/ft r-xx 2.882 in Width 6.00Oin k -ft Max. M @ Left Thickness 0.500 in I-yy 65.70 in4 k -ft Max. M @ Right 25.750 in3 Area 12.40 in2 S-yy ' 21.900 in3 k -ft Shear @ Left 3.39 k 2.09 3.39 k Shear @ Right 3.39 k 2.09 3.39 k Center Defl. -0.363 in -0.223 -0.363 -0.363 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in .:.Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.39 2.09 3.39 3.39 k Reaction @ Rt 3.39 2.09 3.39 3.39 k Box Section fails 1.5.1.4.4 with Depth > 6•Tf Section Properties TS8X6X1/2 Depth 8.000 in Weight 42.12 #/ft r-xx 2.882 in Width 6.00Oin I -XX 103.00 in4 r-yy 2.302 in Thickness 0.500 in I-yy 65.70 in4 S-xx 25.750 in3 Area 12.40 in2 S-yy ' 21.900 in3 A O V C � c'o O j j5 0. . N X 1 P . o. o. . . . . P ,rti . o. o. � a � D. p. � lV ,rti YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE ' Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 User: KW.0601715. Ver 512.13.Jun-1999. Wn32 General Timber Beam Page 1 (c) 1963-99 ENERCALC d:leclnorns ecw:Calculations 19 Description BEAM NO. 14 General Information Max Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements I Section Name 6.75x24.0 Center Span 29.00 ft .....Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Maximum Moment Bm Wt. Added to Loads Maximum Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi .Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 19.00 #/ft LL @ Left 20.00 #/ft Start Loc 0.000 ft DL @ Right 399.00 #/ft LL @ Right 420.00 #/ft End Loc 29.000 ft 0un.nrar y # Max Moment Sxx Read Allowable lb @ Center Beam Design OK Span= 29.00ft, Beam Width = 6.750in x Depth = 24.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Max Stress Ratio 0.351 : 1 -0.281 in -0.532 in Deflection 0.000 in Maximum Moment 50.0 k -ft Maximum Shear 1.5 10.5 k Allowable 142.4 k -ft 1,236.7 Allowable Right Cantilever... 33.4 k Max. Positive Moment 50.03 k -ft at 16.356 It Shear: @ Left 4.89 k Max. Negative Moment -0.00 k -ft at 29.000 ft Bearing Length Req'd @ Right 8.66 k Max @ Left Support 0.00 k -ft 2.291 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.422 in Max. M allow 142.37 Reactions... Sxx @ Right 0.000 in fb 926.57 psi tv 65.02 psi Left DL 2.67 k Max 4.89 k Fb 2,636.57 psi Fv 206.25 psi Right DL 4.50 k Max 8.66k Deflections Max Moment Sxx Read Allowable lb @ Center 50.03 k -ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.281 in -0.532 in Deflection 0.000 in 0.000 in ...Location 14.964 It 14.964 ft' ...Length/Deft 0.0 0.0 ...Length/Deft 1,236.7 654.26 Right Cantilever... Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Deflection 0.000 in 0.000 in Max. Left Reaction 4.89 k Bearing Length Req'd ...Length/Deft 0.0 0.0 Stress Calcs 2.291 in Bending Analysis Ck 19.865 Le 0.000 ft Sxx 648.000 in3 Area 162.000 int Cv 0.879 Rb 0.000 CI 0.000 Query Values Max Moment Sxx Read Allowable lb @ Center 50.03 k -ft 227.73 in3 2,636.57 psi @ Left Support 0.00 k -ft 0.00 in3 2,636.57 psi @ Right Support 0.00 k -ft 0.00 in3 2,636.57 psi Shear Analysis @ Left Support @ Right Support 0.0000 in Design Shear 7.03 k 10.53 k Area Required 34.076 in2 51.069 int Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 4.89 k Bearing Length Req'd 1.294 in Max. Right Reaction 8.66 k Bearing Length Req'd 2.291 in Query Values A M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 4.89 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING,SERVICES .- Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 User:KW-0601715, ver 5.12. 13-Jun-1999.Vin32 Multi -Span Timber Beam Page 1 (c) 1983.99 ENERCALC Veclnorris ecw:Calculauons P Description BEAM NO. 15 General Information Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi Load Duration Factor 1.250 2.37 LL @ Left k 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Total @ Left Description 2.51 SPAN 1 SPAN 2 Span ft: 13.00 9.50 Timber Section 2.45 5.125x12.0 5.125x12.0 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity 5.89 Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type 0.00 GluLam GluLam Loads------- 0.0 -73.6 ---- •-------------_---- � Live Load Used This Span ? Yes • Yes Dead Load @ Left #/ft 260.00 155.00 Dead Load @ Right #/ft 155.00 60.00 Live Load @ Left #/ft; 270.00 160.00 Live Load @ Right #/ft• - 160.00 60.00 Start ft End ft. 13.000 9.500 Results - ---- --- - -- - --- --- - - ' Mmax @ Cntr in -k: 75.1 2.5 @ X = ft 5.11 7.79 Max @ Left End in -k, 0.0 -73.6 Max @ Right End in -k: -73.6 0.0 fb : Actual psi: 610.7 598.7 Fb : Allowable psi 3,000.0 3,000.0 Bending OK Bending OK Shear @ Left k 2.51 1.83 Shear @ Right k 2.99 0.23 fv : Actual - psi 64.6 37.6 Fv : Allowable psi 206.3 206.3 Shear OK Shear OK Reactions & Deflection DL @ Left k; 1.23 2.37 LL @ Left k 1 1.28 2.45 Total @ Left k - 2.51 4.82 DL @ Right k 2.37 0.12 LL @ Right k 2.45 0.11 Total @ Right k 4.82 0.23 Max. Deflection in -0.122 0.018 @ X = ft 5.89 2.98 Query Values ---- - ------------- � Location ft: 0.00 0.00 Moment in -k 0.0 -73.6 Shear lbs. 2.5 1.8 , Deflection in • 0.0000 0.0000 Young Engineering Serv(ce5 Job No. 41-159 Younge Lane Sheet No. o Of Indio, GA Calculated By Date 92201 Checked By Date Phone:060) 342-9214 igo ,z � Z T, C P,, LL. I •l8` i_LL, .1 -l? P' �P Zoo P �� .1 YOUNG ENGINEERING SERVICES , Title: NORRIS RESIDENCE ,lob # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS DJWT Date: - Deescscr: ription : SFD 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rews,0002 ---=------------------------ --� -- ---- ----Page--1 User: KW -0601715 ver 512.13 -Jun -1999.~32 Multi -Span Steel Beam (c) 1963.99 ENERCALC daeC\nOrflS ecw:Calculatlons Description BEAM NO. 16 CURVING STEEL General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 9 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.25 Spans Considered Continuous Over Supports Span Information k; 1.650 1.290 LL Description SPAN 1 SPAN 2 SPAN 3 SPAN 4 Span ft ! 12.00 12.00 12.00 12.00 Steel Section WSX16 WSX16 WSX16 WSX16 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft I 0.00 0.00 0.00 0.00 - Loads ' @ X It I 10.000 Live Load Used This Span ? Yes Yes Yes Yes Dead Load k/ft' 0.145 0.145 0.145 0.244 Live Load k/ft : 0.080 0.080 0.080 0.180 Point#1 DL k; 1.650 1.290 LL k 1.500 0.950 @ X ft' Mmax @ Cntr 2.000 'Point #2 DL k i 0.360 1.780 LL ki 0.360 1.780 @X ft I 4.000 6.000 Point #3 DL k i 0.300 LL k 0.300 ' @ X It I 10.000 -9.29 Results Mmax @ Cntr k-ftl 4.75 0.00 9.04 3.69 @ X = ft' 4.08 0.00 6.00 7.84 , Max @ Left End k-fti 0.00 -3.51 -6.57 -9.29 Max @ Right End k -ft! -3.51 -6.57 -9.29 0.00 fb : Actual psi[ 6,706.2 9,266.4 13,115.4 13,115.4 Fb : Allowable psi i 23,760.0 23,760.0 23,760.0 23,760.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 1 3,981.8 1,334.8 3,966.6 2.759.9 Fv : Allowable psi [ 14,400.0 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k i 4.79 1.10 4.77 3.32 Shear @ Right k 2.38 1.60 3.73 1.77 Reactions... DL @ Left k 1 2.62 2.17 3.71 3.99 LL @ Left k i 2.16 1.31 2.66 3.06 Total @ Left k i 4.79 3.48 6.37 7.05 DL @ Right k; 2.17 3.71 3.99 1.03 LL @ Right k 1 1.31 2.66 3.06 0.74 Total @ Right k I 3.48 6.37 7.05 1.77 Max. Deflection in) -0.174 0.087 -0.240 -0.095 @ X = ft i 5.52 7.28 5.60 7.36 Span/Deflection Ratio 828.5 1,663.4 601.2 1,508.4 Query Values Location ft ; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 1 4.79 1.10 4.77 3.32 0.00 0.00 0.00 0.00 Moment k -ft 1 0.00 -3.51 -6.57 -9.29 0.00 0.00 0.00 0.00 Max. Deflection in; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 YQUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 760-342-9214 Scope : Rev510002 Use: KW -0601715 Ver5.1.W,n32Multi-Span Steel Beam Page 1 (c) 1963-99 ENERCALC d'\ec\norns ecw:Calculations 11 Description BEAM NO. 16 CURVING STEEL General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements E� Fy - Yield Stress 36.00 ksi Load Duration Factor 1.25 Spans Considered Continuous Over Supports -Span Information Description SPAN 1 SPAN 2 SPAN 3 SPAN 4 Span ft 12.00 12.00 12.00 12.00 Steel Section TS7XSX114 TS7X5X114 TS7X5X1/4 TS7XSX114 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft 0.00 0.00 0.00 0.00 Loads-------- ----- - -------------------� Live Load Used This Span ? Yes Yes Yes Yes Dead Load k/ft 0.145 0.145 0.145 0.244 Live Load k/ft 0.080 0.080 0.080 0.180 Point #1 DL k 1.650 1.290 LL k 1.500 0.950 @ X ft 2.000 Point #2 DL k 0.360 1.780 LL k 0.360 1.780 @X ft 4.000 6.000 Point #3 DL k 0.300 LL k -0.300 @X ft: 10.000 Results Mmax @ Cntr k-fti 4.75 0.00 9.04 3.69 @ X = ft ` 4.08 0.00 6.00 7.84 Max @ Left End k -ft 0.00 -3.51 -6.57 -9.29 Max @ Right End k -ft -3.51 -6.57 -9.29 0.00 fb : Actual psi 5.252.1 7,257.2 10,271.6 10,271.6 Fb : Allowable psi 21.600.0 21,600.0 21.600.0 21,600.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 1.367.9 458.6 1,362.7 948.1 Fv : Allowable psi 14.400.0 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 4.79 1.10 4.77 3.32 Shear @ Right k 2.38 1.60 3.73 1.77 Reactions... DL @ Left k 2.62 2.17 3.71 3.99 LL @ Left k 2.16 1.31 2.66 3.06 Total @ Left k 4.79 3.48 6.37 7.05 DL @ Right k 2.17 3.71 3.99 1.03 LL @ Right k 1.31 2.66 3.06 0.74 Total @ Right k 3.48 6.37 7.05 1.77 Max. Deflection in . -0.097 0.049 -0.134 -0.054 @ X = ft 5.52 7.28 5.60 7.36 Span/Deflection Ratio 1,478.1 2,967.5 1,072.5 2,691.0 query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 4.79 1.10 4.77 3.32 0.00 0.00 0.00 0.00 Moment k -ft 0.00 -3.51 -6.57 -9.29 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 7.60-342-9214 Rev: 510002 User: NW -0601715. Ver 5.1.2. 13 -Jun -1999. Win32 (tl 1983.99 ENERCALC Description BEAM NO. 17 Title: NORRIS RESIDENCE Job # 99-1401-03 Dsgnr: JWT Date: Description : SFD Scope -- --- '-'-'--'-'----'_--. _ ..---- ---- -ter----- General Timber Beam Page 1 d:\ecknorns.ecw: Calcu la tions General Information 0.341 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x15.0 Center Span 15.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 8.000 ft Bm Wt. Added to Loads 190.00 #/ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,800.0ksi Trapezoidal Loads 0.341 : 1 iJ #1 DL @ Left 19.00 #/ft LL @ Left 20.00 #/ft Start Loc 0.000 ft DL @ Right 76.00 #/ft LL @ Right 80.00 #/ft End Loc 8.000 ft #2 DL @ Left 190.00 #/ft LL @ Left 200.00 #/ft Start Loc 8.000 ft DL @ Right 190.00 #/ft LL @ Right 200.00 #/ft End Loc 12.000 ft #3 DL @ Left 76.00 #/ft LL @ Left 80.00 #/ft Start Loc 12.000 ft DL @ Right 19.00 #/ft LL @ Right 20.00 #/ft End Loc 15.500 ft Point Loads Dead Load 760.0 lbs 760.0 lbs lbs lbs lbs lbs lbs Live Load 800.0 lbs 800.0 lbs lbs lbs lbs lbs lbs ...distance 8.000 ft 12.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary i Beam Design OK Span= 15.50ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.341 : 1 Maximum Moment Center Span... 16.0 k -ft Maximum Shear ' 1.5 5.4 k Allowable Deflection 48.0 k -ft Allowable Deflection 15.9 k Max. Positive Moment 16.01 k -ft at 7.998 ft Shear: @ Left 2.39 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 3.70 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.188 in Max. M allow 48.05Reactions... @ Right 0.000 in fb 999.54 psi fv 70.24 psi Left DL 1.23 k Max 2.39 k Fb 3,000.00 psi Fv 206.25 psi Right DL 1.87 k Max 3.70 k Deflections 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.125 in -0.247 in Deflection 0.000 in 0.000 in ...Location 8.060 ft .8.060 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,486.5 752.14 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 YOYNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE Title: NORRIS RESIDENCE Job # 99-1401-03 Dsgnr: JWT Date: Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 _ User: KW.0601715. Ver 5.12. 13•Jun-1999. W,n32 General Timber Beam age 2 ;c) 1983.99 ENERCALC - d'1ec\horns ecw:CalCUlahons Description BEAM NO. 17 Stress Calcs q Bending Analysis Ck 19.865 Le 0.000 ft Sxx 192.188 in3 Area 76.875 int Cv 1.000 Rb 0.000 Cl 0.000 Query Values Max Moment Sxx Req'd Allowable fb @ Center 16.01 k -ft 64.03 in3 3,000.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00'k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support 0.0000 in Design Shear 3.46 k 5.40 k Area Required 16.756 in2 26.182 int Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction -2.39 k Bearing Length Req'd 0.831 in Max. Right Reaction 3.70 k Bearing Length Req'd 1.288 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.39 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Young Englnoering Services Job No. 41-159 Youn99 Lane Sheet No. = Of Indlo,'C,A Calculated By Date 92201 Checked By Date Phone:060) 342-9214 1J, 3.s q•s It's �,-�. Id Ll. 1!017 I r �i�L L. ��•� ' 1IZ = 238 #i` I 22 • z TF ILI C.1 `.-7? L -L s . 1 � ' . 3/Z 30 to „� � z �F ►-� . YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD' INDIO, CALIFORNIA 92201 Scope 7.60-342-9214 _ Rev:510002 _----_ - _--�-- U.:KW.0801715. Ver 5.12. 13 -Jun -1999. Win32 General Timber Beam Page 1 (c) 198399 ENERCALC d:\ec\norns.ecw:Calculatlons Description BEAM NO. 19 General Information Max Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 @ Center Center Span 9.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever 3.50 ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn . Douglas Fir - Larch, No.1 at Bm Wt. Added to Loads @ Left Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 165.00 #/ft LL 165.00 #/ft Left Cantilever DL 165.00 #/ft LL 165.00 #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 238.0 lbs 304.0 lbs lbs lbs lbs lbs lbs Live Load 70.0 lbs 320.0 lbs lbs lbs lbs lbs lbs ...distance -3.500 ft 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Span= 9.50ft, Left Cant= 3.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Moment Max Stress Ratio 0.479 : 1 @ Center I Maximum Moment Dead Load 3.6 k -ft Maximum Shear 1.5 Allowable Deflection 17.0 k -ft Allowable Deflection Max. Positive Moment 3.56 k -ft at 4.984 ft Shear: @ Left Max. Negative Moment -1.94 k -ft at 0.000 ft @ Right Max @ Left Support -3.19 k -ft Fv: Allowable Camber: @ Left Max @ Right Support 0.00 k -ft Deflection 0.000 in @ Center Max. M allow 17.05 - Reactions... @ Right lb 351.92 psi fv 50.86 psi Left DL 2.17 k Max Fb 1,687.50 psi Fv 106.25 psi Right DL 0.71 k Max Beam Design OK 3.2 k 6.7 k 2.47 k 1.57 k 0.003 in 0.027 in 0.000 in 3.98 k 1.57k Deflections Max Moment SxxSxx Rev'd Allowable fb @ Center I Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.018 in -0.050 in Deflection -0.002 in 0.037 in ...Location 5.139 ft 4.828 ft ...Length/Deft 47,302.9 2,266.6 ...Length/Deft. 6,392.7 2,277.60 Right Cantilever... Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Deflection 0.000 in 0.000 in Max. Left Reaction 3.98 k - ...Length/Deft 0.0 0.0 j Stress Calcss 0.456 in Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment SxxSxx Rev'd Allowable fb @ Center 3.56 k -ft 25.28 in3 1,687.50 psi @ Left Support 3.19 k -ft 22.69 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis - @ Left Support @ Right Support Design Shear 3.22 k 1.87 k Area Required 30.277 in2 17.559 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.98 k Bearing Length Req'd 1.158 in Max. Right Reaction 1.57 k Bearing Length Req'd 0.456 in YQ,UNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 User:KW-0801715 Ver5.1.2.13-Jur1-1999.Win32 General Timber Beam Page 2 (c) 1983-99 ENERCALc d' \ec\no rn s. ecw: C a Icu l a ti on s Description BEAM NO. 19 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -3.19 k -ft 2.47 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -3.19 k -ft 2.47 k 0.0000 in YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE Title: NORRIS RESIDENCE Job # 99-1401-03 Dsgnr: JWT Date: Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214. Rev: 510002 User,KW-0601715. Ver S.1.2.13•Jun1999.Wm32 General Timber Beam Page 1 (c) 1963.99 ENERCALC d:\ec\norns ecw:Calculations Description BEAM NO. 22 General Information Max Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements 7 Section Nam 6x12 0.108 Center Span 7.00 It .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever 3.00ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.1 Allowable Sm Wt. Added to Loads 6.7 k Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 80.00 #/ft LL 8.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 80.00 #!ft LL 80.00 #/ft Point Loads - ---- - --- --- --- -- ------------- -- --� Dead Load 80.0 lbs lbs lbs lbs lbs lbs lbs Live Load 40.0 lbs lbs lbs lbs lbs lbs lbs ...distance 10.000 ft 0.000 It 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary I Beam Design OK Span= 7.tWft, Right Cant= 3.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Moment Sxx Read Max Stress Ratio 0.108 :1 Center Span... Dead Load Total Load Maximum Moment Dead Load -1.1 k -ft Maximum Shear 1.5 0.7 k Allowable 0.000 in 17.0 k -ft Allowable 2.800 It 6.7 k Max. Positive Moment 0.34 k -ft at 2.560 ft Shear: @ Left 0.26 k Max. Negative Moment -0.67 k -ft at 7.000 ft @ Right 0.64 k Max @ Left Support 0.00 k -ft -0.010 in Camber: @ Left 0.000 in Max @ RjM Support -1.15 k -ft 6,936.7 Bearing Length Req'd @ Center 0.002 in Max. M allow 17.05 Reactions... @ Right 0.005 in fb 113.56 psi fv 11.48 psi Left DL 0.24 k Max 0.26 k Fb 1.687.50 psi Fv 106.25 psi Right DL 0.79 k Max 1.17k Deflections Max Moment Sxx Read Allowable fb @ Center ^ f Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.002 in Deflection 0.000 in 0.000 in ...Location 2.800 It 2.880 It ...Length/Deft 0.0 0.0 ...Leng4t9i'Defl 54,463.7 43,899.98 Right Cantilever... Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Deflection -0.003 in -0.010 in Max. Left:Reaction 0.26 k Bearing Length Req'd ...Length/Deft 20,663.0 6,936.7 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 It Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 0.67 k -ft 4.74 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 1.15 k -ft 8.16 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.26 k 0.73 k Area Required 2.404 in2 6.831 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left:Reaction 0.26 k Bearing Length Req'd 0.077 in Max. Right Reaction 1.17 k Bearing Length Req'd 0.340 in YQUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDI.O, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 User: KW.0801715. Ver 5.1 2.13-Jun-1999. Win32 General Timber Beam Page 2 Jq - (c) 1983.99 ENERCALC d1eCknorrls.eCW: Calculations '1 Description BEAM NO. 22 --------� Query Values --------- M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.20 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.20 k 0.0000 in @ Left Cant. Location = 0.00 ft 0:00 k-ft 0.00 k 0.0000 in C4 Young Engineering Services 41-1541 Youngs Lane Indio, GA 92201 Phone:( -160) 342-41214 Job No. Sheet No. zq Calculated By Checked By Of Date Date Zi O m•xe ro "' I ,a n re , LCrT , cdtu , aierrrVA4a WI = .14 Y Zo dl= I a 174D 41 Y 12 j/� 30 o PI I1= CO. P2 dl= - - = P IIS = P3 dls >C3 . HS a p3 11= a P4 dl= K4 ■ P4 11= 1 �IadlfP5 U5E GJ' IO Y 2 L dl= _ = PS 11= 6 _ 112 2� p% re re ro n re T , 1ar , C--mmm , aarrrK4 ■ dla I = PI II• 37'� _ 2 dl- - = K2s P2 I I • WS dl■ d1e >C3 e vn = 3 II= INA- dl= P4 dl= X4 = 112 F4 11- - -•idim USE Ll 12- -t:F'*L,' PS dl= X5 2 a PS 11= a Pb dim X6. = P6 11= O m . i■K2 n re �s►r , ceKrc■ , w,r,rK4 -•HS USE I din P1 dl= X1 _ I Ila P1 ll= ■ p2 din 110 P2 11 a a dl= P3 din a a P3 Its a P4 dle ■ Its P4 112 dim PS dl= a VIS - P5 112 - P& dl- VIA 11- 6 11= OY41 n.• w.wi re ro n ro e am , cewrcw , iuwrIf= M d12 PI d1= X1 I 11= Pl ll' = P2 dl= K2 = fl. P2 ll■ din P3 din a . P3 11= a P4 dl• K4 a P4 11 - din ff2 dl• KS ■ a ps Ila ■ d1■ K6 a . Ila O n�•�aW12 ro rr I ro ~ ro e gat e'eame a �arrr •M2 USE WI d12 PI dinKI= = I 11= I 11= ■ P2 dl■ X2 2 If= P2 II= din dl• >C3 a In a pa Ila a P4 din K4 a • P4 112 d1m FS din a INS ■ PS Ila P46 die F06 dl. ■ ■ IF& 11 ■ YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE Title: NORRIS RESIDENCE Dsgnr: JWT Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Date: Job # 99-1401-03 Rev: 510002 User. KW.060171S. Ver 5.1,2. 13-Jun-1999.~32Timber Beam Joist Page 1 (c) 1983.99 ENERCALC _ d:leclnorris.ecw:Calculations Description BEAM NO. 21 AND 23 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 174.34 BEAM 21 BEAM 23 Timber Section 5.125x12.0 6x12 Beam Width in, 5.125 5.500 Beam Depth ini 12.000 11.500 Le: Unbraced Length ft! 0.00 0.00 Timber Grade i )ouglas Fir, 24F - V )ouglas Fir - Larch, Fb - Basic Allow psi! 2,400.0 1,350.0 Fv - Basic Allow psil 165.0 85.0 Elastic Modulus ksi; 1,800.0 1,600.0 Load Duration Factor 1.250 1.250 Member Type GluLam Sawn Repetitive Status No No Center Span Data Span ft 14.00 9.50 Dead Load #/ftl 293.00 Live Load #/ft` 300.00 Cantilever Span Span ft; 4.50 Point #1 DL lbs! 792.00 LL Ibsi 377.00 @ X fti 4.500 ' Results Ratio = 0.4725 0.3086 ■ Mmax @ Center in-ki 174.34 0.00 @ X = ftl 7.00 0.00 Mmax @ Cantilever in-ki 0.00 -63.13 fb : Actual psil 1,417.4 520.7 Fb : Allowable psil 3,000.0 1,687.5 Max. DL+LL Ibsi Bending OK Bending OK fv : Actual psi; 87.5 27.7 Fv : Allowable psi' 206.3 106.3 UDefl Ratio Shear OK Shear OK Reactions @ Left End OL Ibsi 2,051.00 -375.16 LL Ibsi 2,100.00 -178.58 Max. DL+LL Ibsi '4,151.00 -553.74 @ Right End DL Ibsi 2,051.00 1,167.16 LL Ibsl 2,100.00 555.58 Max. DL+LL Ibsi 4,151.00 1,722.74 i Deflections Center DL Defl ini -0.191 0.032 UDefl Ratio 881.2 3,566.0 Center LL Defl ini -0.195 0.015 UDefl Ratio 860.7 7,491.4 Center Total Defl in0.386 0.047 Location ft 7.000 5.472 UDefl Ratio 435.4 2,416.0 Cantilever DL Defl ini -0.116 Cantilever LL Defl ini -0.055 Total Cant. Defl ini -0.171 UDefl Ratio 1 630.0 Young Engineering Services Job No. 4"1-15q Youngs Lane Sheet No. 1 Of Indio, CA Calculated By Date 82201 Checked By Date Phone:(`?60) 342-8214 1 13 .7-A )e -1 Pt�f. . . . . . . . . . , V4 -;,4 ,24r " ve, 11 YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: Description : SFD 47-159 YOUNGS LANE Z INDIO, CALIFORNIA 92201 Scope: 760-342-9214 ' Rev. 510002 _--_---- Page 1 User. KW -0801715. Ver 5.1.2.13 -Jun -1929. ~32 General Timber Beam (c) 1983-99 ENERCALC d:\ec\norns. ecw: Calculations Description BEAM 24 REVISED OPTION General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6.75x24.0 Center Span 27.50 ft .....Lu 0.00 ft Beam Width 6.750 in Left Cantilever 12.50ft .....Lu 0.00 It Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 0.000 ft Bm Wt. Added to Loads 143.00 #/ft Fb Base Allow 2.400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Trapezoidal Loads Dead Load 1,330.0 lbs #1 DL @ Left 19.00 #/ft LL @ Left 20.00 #/ft Start Loc -12.500 ft DL @ Right 143.00 #/ft LL @ Right 150.00 #/ft End Loc 0.000 ft #2 DL @ Left 143.00 #/ft LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right 200.00 #/ft LL @ Right 210.00 #/ft End Loc 8.000 ft #3 DL @ Left 200.00 #/ft LL @ Left 210.00 #/ft Start Loc 8.000 it DL @ Right 19.00 #/ft LL @ Right 20.00 #/ft End Loc 27.500 ft Point Loads Dead Load 1,330.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,110.0 lbs lbs lbs lbs lbs lbs lbs ...distance -12.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000ft Summary Beam Design OK Span= 27.50ft, Left Cant= 12.50ft, Beam Width = 6.750in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.301 ; 1 Maximum Moment -43.2 k -ft Maximum Shear ' 1.5 8.7 k Allowable 143.1 k -ft Allowable 33.4 k I Max. Positive Moment 18.66 k -ft at 14.869 ft Shear: @ Left 6.45 k Max. Negative Moment -24.33 k -ft at 0.000 ft @ Right 2.47 k Max @ Left Support -43.15 k -ft Camber: @ Left 0.360 in Max @ Right Support 0.00 k -ft @ Center 0.039 in @ Right 0.000 in I Max. M allow 143.13Reactions... fb 799.08 psi fv 53.63 psi Left DL 6.36 k Max 11.45 k Fb 2,650.61 psi Fv 206.25 psi Right DL 1.02 k Max 2.47 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.026 in -0.154 in Deflection -0.240 in -0.614 in ...Location 17.907 ft 14.709 ft ...Length/Deft 1,249.9 488.5 ...Length/Deft 12,571.9 2,137.31 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 YOUNG ENGINEERING SERVICES 4 Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 I Scope: 760-342-9214 Rev:510002 Page 2 p U=B,:KW.0001715.Ver 512.134un.1099.Wn32 General Timber Beam gel (c11983-99 ENERcnLc d:teclnorns.ecw:Calculations .Description BEAM 24 REVISED OPTION Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 648.000 in3 Area 162.000 int Cv 0.884 Rb 0.000 Cl 0.000 Query Values Max Moment Sxx Req'd Allowable fb @ Center 24.33 k -ft 110.14 in3 2,650.61 psi @ Left Support 43.15 k -ft 195.35 in3 2,650.61 psi @ Right Support 0.00 k -ft 0.00 in3 2,650.61 psi Shear Analysis @ Left Support @ Right Support 0.0000 in Design Shear 8.69 k 3.43 k Area Required 42.127 int 16.640 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction. 11.45 k Bearing Length Req'd 3.029 in Max. Right Reaction 2.47 k Bearing Length Req'd 0.654 in Query Values I M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -43.15 k -ft 6.45 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -43.15 k -ft 6.45 k 0.0000 in YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope:Z'Z 760-342-9214 aev: 51000602 Multi -Span Timber Beam KW.Page 1 User. 715. Ver 5.1.2. 11Jun•tH9H. Win�z (c) 1983-99 ENERCALC d:\ec\norns.ecW:CaICUlatlons Description BEAM 24 REVISION - LEFT SIDE General Information in-kl 0.0 55.5 77.4 Douglas Fir, 24F - V8 ft! 0.00 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi Load Duration Factor 1.250 in-kl 0.0 -481.9 55.5 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information -481.9 55.5 0.0 Description i SPAN 1 SPAN 2 SPAN 3 Span ft1 12.50 5.25 9.00 Timber Section 1 6.75x24.0 6.75x24.0 6.75x24.0 Beam Width inj 6.750 6.750 6.750 Beam Depth in I 24.000 24.000 24.000 End Fixity I Free - Pin Pin - Pin Pin - Pin Le: Unbraced Length It 0.00 0.00 0.00 Member Type GluLam GluLam GluLam Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 1 195.00 Live Load #/ft 1 205.00 Start ft End ft 10.000 5.250 3.000 Dead Load @ Left #/ftl 19.00 143.00 195.00 Dead Load @ Right #/ftl 143.00 169.00 138.00 Live Load @ Left #/ft 20.00 150.00 205.00 Live Load @ Right #/ft 150.00 178.00 145.00 Start ft. 3.000 End fti 12.500 ' 5.250 9.000 Point#1 Dead Load Ibsi 1,330.00 Live Load lbs 1,110.00 @X ft Results Mmax @ Cntr in-kl 0.0 55.5 77.4 @ X = ft! 0.00 5.25 3.00 Max @ Left End in-kl 0.0 -481.9 55.5 Max @ Right End in-kl -481.9 55.5 0.0 fb : Actual psii 743.7 743.7 119.4 Fb : Allowable psi i 2,868.1 3,000.0 2,963.8 Max. Deflection in Bending OK Bending OK Bending OK Shear @ Left k 0.00 9.35 1.21 Shear @ Right k 4.51 7.67 2.04 fv : Actual psi 36.8 80.9 13.2 Fv : Allowable psi 206.3 206.3 206.3 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k1 0.00 7.30 -3.58 LL @ Left k 1 0.00 6.57 -2.88 Total @ Left k) 0.00 13.86 -6:46 DL @ Right k 7.30 -3.58 1.03 LL @ Right k 6.57 -2.88 1.01 Total @ Right k I -13.86 -6.46 2.04 Max. Deflection in -0.335 0.007 -0.007 @ X = ft I 0.00 2.10 4.20 Query Values Location ft 0.00 0.00 0.00 Moment in -k 0.0 -481.9 55.5 Shear lbs 0.0 9.3 '. 1.2 Deflection in , -0.3354 0.0000 0.0000 YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 �2 ' 3 760-342-9214 Scope Rev: 510002 User: KW -0601715. Ver 5.1.2.13.�un.1999.Win72 General Timber Beam Page 1 (cl 198199 ENERCALC d:leclnoms.ecw:Calculations Description TRANSOM BEAM AT BACK OF HOUSE General Information Max Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 12.25x21.0 Center Span 33.75 ft Lu 0.00 ft Beam Width 21.000 in Left Cantilever ft .....Lu 0.00 It Beam Depth 12.250 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 53.1 k Bm Wt. Added to Loads 11.50 k -ft at Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,800.0ksi Trapezoidal Loads I #1 DL @ Left 30.00 #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 10.00 #/ft LL @ Right #/ft End Loc 0.000 It Summary I Beam Design OK Span= 33.75ft, Beam Width = 21.000in x Depth = 12.25in, Ends are Pin -Pin Max Moment Sxx Req'd Max Stress Ratio 0.099 ; 1 11.50 k -ft Center Span... Dead Load Maximum Moment 11.5 k -ft Maximum Shear 1.5 2.0 k Allowable 116.0 k -ft Allowable 0.000 in 53.1 k Max. Positive Moment 11.50 k -ft at 16.470 ft Shear: @ Left 1.42 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.31 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.611 in Max. M allow 116.04 Reactions... @ Right 0.000 in fb 262.76 psi fv 7.77 psi Left DL 1.42 k Max 1.42 k Fb 2,651.24 psi Fv 206.25 psi Right DL 1.31 k Max 1.31 k Deflections Max Moment Sxx Req'd Allowable fb @ Center 11.50 k -ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.407 in -0.407 in Deflection 0.000 in 0.000 in ...Location 16.740 it 16.740 ft ...Length/Deft 0.0 0.0 ...Length/Deft 995.0 994.98 Right Cantilever... Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Deflection 0.000 in 0.000 in Max. Left Reaction 1.42 k Bearing Length Req'd ...Length/Deft 0.0 0.0 Stress Calcs 0.111 in Bending Analysis Ck 19.865 Le 0.000 ft Sxx 525.219 in3 Area 257.250 in2 Cv 0.884 Rb 0.000 Cl 0.000 Query Values Max Moment Sxx Req'd Allowable fb @ Center 11.50 k -ft 52.05 in3 2,651.24 psi @ Left Support 0.00 k -ft 0.00 in3 2,651.24 psi @ Right Support 0.00 k -ft 0.00 in3 2,651.24 psi Shear Analysis @ Left Support @ Right Support 0.0000 in Design Shear 2.00 k 1.86 k Area Required 9.696 in2 9.012 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 1.42 k Bearing Length Req'd 0.121 in Max. Right Reaction 1.31 k Bearing Length Req'd 0.111 in Query Values � M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.42 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Young Engineering Servloe5 Job No. 4?-159 Youngs Lane Sheet No. __ Of _ Indio, GA Calculated Sy Date _ 92201- Checked By Date Phone:(160) 342-9214 1 P Pdl e= • 59� 3 PII B req'd= �T-5—/27 i•S = �' REFER TO BEAMS (5)(3000 OR POSTS 0000 2 ►_0/1 x 2� _ o,� X I Z U5E •7 Pdl - (i P PII - In REFER TO BEAMS POSTS �OOOO OR 0000 / H I - USE 'z .b Z - V K '� 2- Pdl = 3 99 P PII REFER TO BEAMS��(9000 pRPOSTS 0000 use P Pdl - 2.3% PH = � B recta= /J r Z.71 REFER TO BEAMS OR POSTS �0000 0000 USE Pdl PII P z----- --- - - -------- t REFER TO BEAMS �OOOOOR POSTS 0000 use '7I -DIS �- I -D�r f IZ .�- Gb►�SJ. Pdl 2 •GLI P PII _ B req'd= 3' I.5 I • S REFER TO BEAMS 0�0000pR POSTS 0000 USE �) �D I y- 31 ' a4 'L 1Z ll •�— GOt-� 7J Pdl'- s-4-7 P PII = 7, 11'7 REFER TO BEAMS POSTS (D�HXDOOOF 0000 i III ll USE YS/S 'c/ a -Si �y af77 �s v -. :iL?13,f 3373 47t T 4) O n O Youn-P En-QineerinQServices V= (Cvl/RT)W=. (30-5) V= (2.5Cal/R)W= (30-6) V= (.11Cal)W= Job No. V= (.8ZNvl/R)W= 472159 Youngs Ln. D+.75(L+(Lr OR S)+(W OR E/1.4)] `= MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: Sheet No. ` of Indio, Ca.92201 D+L+(W OR E/1.4) " (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 ., (12-15) D+L+W+S/2+W/2 1<p<1.5 Calculated By "= MAY.USE 1/3 RD STRESS INCREASE PHONE: 760-342-9214 9/20/99 FAX: 760-342-6164 LATERAL LOADS and LOAD CASES WIND: , WIND SPEED= 80 MPH EXPOSURE= C MET -OD 2 Ce Cq qs I q= 1.;06 1.30 16.4 1.00 = 22.6 0-15 q= 1.13 1.30 16.4 1.00 = 24.1 20 q= 1.19 1.30 16.4 1.00 = 25.4 25 q= 1.23 1.30 16.4 1.00 = 26.2 30 q= 1.31 1.30 16.4 1.00 = .27.9 40 SEISMIC: 1997 U.B.C. Na= 1.00 R= 5.50 1= 1.00 Nv= 1.10 hn= 21.25 ZONE= 4 Ca= 0.44 Ct= 0.02 Z= 0.40 Cv= 0.70 T=Ct(hn).75= 0.20 BASE SHEAR COEFFICIENT (30-4) V= (Cvl/RT)W=. (30-5) V= (2.5Cal/R)W= (30-6) V= (.11Cal)W= (30-7) V= (.8ZNvl/R)W= LOAD CASES: STRENGTH DESIGN: 0.647 W SHALL BE THIS EXCEPT 0.200 W NEED NOT EXCEED 0.048 W BUT NOT LESS THAN 0.041 W BUT NOT LESS THAN IN ZONE 4 (12-1) 1.4D (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1L OR .8W) (12-4) 1.2D+1.3W+f1 L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1L+f2S) (12-6) .9D +/- MOE OR 1.3W) fl=1.00 FOR LL>=100 & GARAGE fl=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=:2 OTHERS (12-7) . D (12-8) D+L+(Lr OR S) ` (12-9) D+(W OR E/1.4) (12-10) .91D +/- E/1.4 (12-11) D+.75(L+(Lr OR S)+(W OR E/1.4)] `= MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: E=pEh+Ev (12-12) D+L+(Lr OR S) Em=OMEGA Eh " (12-13) D+L+(W OR E/1.4) " (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 ., (12-15) D+L+W+S/2+W/2 1<p<1.5 (12-16) D+L+S+E/1.4 "= MAY.USE 1/3 RD STRESS INCREASE 1 - NORRISLAT.xls Young Engineering- Services 47-159 Youngs Ln. Indio, Ca.92201 PHONE: 760-342-9214 FAX: 760-342-6164, DL ROOF (1) = 20 DL ROOF (2) - 20 OL EXTERIOR WALL = 17 DL PARTITION WALL = 10 BASE SHEAR COEFF. _ 0.200 P 1.50 SEISMIC COEFF. =(pV)11.4 = 0.214 SIMPLIFIED BASE SHEAR N R = 5.5 WINO PRESSURE = 24.1 Job No. Sheet No. 4n/, Of Calculated By Date 9/20/99 DIAPHRAGM LOAD CALCULATIONS LINE 1 1R 2L 2 2R 3L 3 3R 4L 4 4R 5L JOINT v AREA 1 v AREA 0 v AREA 1 v AREA 0 UW 0.44 Hd 8 100 Hd 0 2.25 Hd 8 1.00 Hd 0 • . ' - OK. - ' Hr 3.75 OK Hr 0 OK Hr 7.5 OK Hr 0 Lr0) 54 - 1 Lr0) 0 Lr(1) 24 Lr(1) 0 Lr(2) - 0 Lr(2) 0 Lr(2) 0 Lr(2) 0 No. ext. 1 No. ext. 0 No. ext. 2 No. ext. 0 No. int. 2 No. tnt. 0 No. int. 0 No. int. 0 H ext. 10 H ext 0 H ext. 10 H ext. 0 H int. 8 H int - 0 H int. 0 H int. 0 L 24 L 1 L 54 L 1 54 Ldr 1 Ldr 24 Ldr 1 Ldr Ldt 54 Ldl 1 Ldl 24 LdI 1 Ps 0 Ps 0 Ps 0 Ps 0 X 0 X 0 X 01 X 0 WSW 0 Wow 0 Waw 0 Waw 0 Ws Ww "Vs Ww Ws Ww Ws Ww 207 187 0 0 139 277 0 0 vnv vIw vnv Ow vrw Ow vrw Ow 42 42 0 0 312 1 312 0 1 0 vrs vls vn As vrs AS vrs AS 59 59 0 0 157 157 0 0 VM Vhv Vnw Vhv Vnv VW VM VAv 2241 2241 0 0 7483 7483 0 0 Vrs VIS Vrs VIS Vrs VIS Vrs VIS 3201 3201 0 0 378/ 3781 0 0 Vw+ 2241 2241 7483 7483 Vs. 3201 3201 3781 3781 Vgov- 3201 3201 7483 7483 (T -C" 249 0 4209 0 (T=C)s=, 3% 0 1 2115 1 0 (1) - Diaphragm Loads NORRISLAT.xIs Young En.Qineerin.e-Services 47-159 Youngs Ln. Indio. Ca.92201 . PHONE: 760-342-9214 FAX: 760-342-6164 Job No. Sheet No.4^ Of Calculated By DIAPHRAGM LOAD CALCULATIONS Date 9/20/99 LINE 5 5R 6L 6 6R 7L . 7 7R SL 8 8R 9L JOINT Y AREA 2 Y AREA 0 y AREA 2 Y AREA 0 UW 1 39 He 10 100 Hd 0 072 Hd 10 100 Hd 0 ' ' OK • ' Hr 3.875 OK ' Hr 0 OK Hr 775 OK Hr 0 Lr(1) 18 Lr(1) 0 U(1) 25 Lr(1) 0 Lrf2) 0 Lr(2) 0 0 Lr(2) 0 No. ext. 1 No. ext. 0 1 No. ext. 0 No. int 1 No. int. 0 Vint. 1 No. int. 0 H ort. 10 H ext. 0 17 H ext. 0 H sit. 10 H int. 0 10 H int. 0 L 25 L 1 L 18 L 1 18 Ldr 1 Ldr 25 Ldr 1 Ldr US 18 Ldl 1 LdI 25 LdI 1 Ps 0 Ps 0 Ps 0 Ps 0 X 0 X 0 X 0 X 0 we. 0 Wow 0 Waw 0 Wow 0 We Ww Ws Ww Ws WW_ Ws Ww 106 214 0 0 149 307 0 0 vrw vhw vrw ON vrw vtw W w vlw 149 149 0 0 111 111 0 0 vry vls vrs AS vro vls vra vls 74 74 0 0 54 54 0 0 Vrw Vhv V. Vhw Vrw Vlw Vrw VNv 2874 2874 0 0 2785 2765 0 0 Vrs VIS Vrs VIS Vrs VIS Vrs Vu 1326 1328 0 0 1339 1339 0 0 Vv 0 2674 2765 2785 Vs= 1326 1326 1339 1339 Vgov= 1326 2674 2785 2765 (T=C)w- 928 0 498 0 (T=C)s- 460 0 241 0 (2) - Diaphragm Loads NORRISLAT.xls Yo►tn P. Engin eering-Services 47-:159 Youngs Ln. Indio, Ca.92201 PHONE: 760-342-9214 FAX: 760-342-6164 Job No. Sheet No. a� Of Calculated By Date 9/20/99 DIAPHRAGM LOAD CALCULATIONS LINE 9 9R 10L 10 ' 10R 11L 11 11R 12L 12 12R 13L JOINT v AREA 3 Y AREA 4 Y AREA 0 Y AREA 3 t/W 100 Ho 13 0.40 Hd 10 100 Hd 0 100 Hd 13 " • OK ' Hr 3.5 OK Hr 8 OK Hr 0 OK Hr 3.5 LAI) 41 Lr(1) 25 UO) 0 Lr0) 41 Lr(2) 0 Lr(2) 0 Lr(2) 0 Lr12) 0 No. ext 1 No. ext. 2 No. en. 0 No. ea. 1 No. mt. 1 No. int. 1 No. int. 0 No. int 2 M ext 13 H ext. 10 H ext. 0 H en. 13 Mint. 13 Hint. 10 H int. 0 H int 13 L 41 L 10 L 1 L 41 41 Ldr 25 Ldr 1 Ldr 41 Ldr Ldl 41 Ldl 25 Ldl 1 Lal 41 Ps 0 Ps 0 Ps 0 Ps 3313 x 0 x 0 x 0 x 27 We. -0 WSW 0 W&W 0 Wow 0 We Ww Ws Ww Ws Ww Ws WW 213 241 154 285 0 0 227 241 vrw vlw vrw vtw vrw Ow Ww vMr 121 121 53 53 0 0 121 121 vrs vis vrs vls vn vls WS vb 107 107 31 31 0 0 141 187 Vrw vkv Vrw VIW Vnv vIW Vrw Vlw 4941 4941 1326 1326 0 0 4941 4841 Vrf V)s Vrs VI Vrs VIS Vrs Vls 4373 4373 771 771 0 0 5790 8840 Vw 4941 6266 1328 _ 4941 Vs= 4373 5145 771 5790 Vgov= 4941 6268 1 1326 5790 (T=C)w= 1235 133 0 1235 (T=C)s= 1093 77 0 1730 (3) - Diaphragm Loads NORRISLAT.xIs Yorin_Q En.-ineeringServices 472159 Youngs Ln. Indio, Ca.92201 PHONE: 760-342-9214 FAX: 760-342-6164 Job No. Sheet No. d-� Of Calculated By DIAPHRAGM LOAD CALCULATIONS Date 9/20/99 LINE 13 13R 14L 14 ' 14R 15L 15 15R 16L 16 16R 17L JOINT 'r AREA 5 V AREA 0 Y AREA 4 Y AREA 0 L/W 065 Hd 10 100 Hd 0 2.50 Hd 10 1.00 Hd 0 _ ' OK Hr 4 OK Hr 0 OK Hr 6 OK Hr 0 Lr(1) 40 Lr(1) 0 - U(1) 10 U(1) 0 Lr(2) 0 Lr(2) 0 Lr(2) 0 U(2) 0 No. ext. 2 No. ext. 0 No. ext. 1 No. ext. 0 No. int. 2 No. int. • 0 No. int. t No. int. 0 H ext. 10 H ext. 0 H ext. 10 H ext. 0 H int. 10 H int. 0 H int. 10 H mt 0 L 26 L t L 25 L 1 40 Ldr 1 Ldr 10 Ldr 1 Ldr Ldl 40 Ldl 1 Ldl t0 Ldl 1 Ps 0 Ps 0 Ps 0 Ps 0 X 0 x 0 x 0 x 0 WSW 0 Wow 0 Wow 0 Wow 0 Ws Ww Ws Ww Ws Ww Ws WW 229 217 0 0 72 265 0 0 vrw vKv vrw vN/ vrw VN11 Vrw VKv 70 70 0 0 331 331 0 0 vrs AS vr11 vb vr4 Ns vrs vb 75 75 0 0 90 90 0 0 Vrw VNv Vrw VNv Vrw VMr Vrw V)W 2820 2820 0 0 3314 3314 0 0 Vrs Vls Vrs Vb Vrs Vls Vrs VIS 2981 2981 0 0 897 897 0 0 Vw= 7760 1 2820 3314 3314 Vs= 9821 2981 897 897 Vgov= 9821 2981 3314 3314 (T=C)W= 458 - 0 2071 0 (T=C)s= 484 0 581 0 (4) - Diaphragm Loads . NORRISLAT.xIs Young EnzineeringServices 47--159 Youngs Ln. Indio, Ca.92201 PHONE: 760-342-9214 FAX: 760-342-6164 Job No. Sheet No. ' ) Of Calculated By Date 9/20/99 DIAPHRAGM LOAD CALCULATIONS LINE 17 17R 18L 18 '. 18R 19L 19 19R 20L 20 20R 21L JOINT Y AREA 5' Y AREA 5 V AREA 0 Y AREA 6 LIW 0.77 Hd 10 0.77 Hd 10 100 Hd 0 0.98 Hd 10 • ' OK • ' Hr 4 OK Hr 1.875 OK Hr 0 OK Hr 2 Lr0) 26 U(1) 26 Lr(1) 0 Lr(1) 24 U(2) 0 Lr(2) 0 Lr(2) 0 U(2) 0 No. ext. t No. ext. 1 N0. ext. 0 No. ext. 2 No. int. 2 No. int. 2 No. int. 0 No. int. 1 H ext. 10 H ext. 10 H ext. 0 H ext. 10 H int. 10 H int. 10 H int. 0 H int. 10 L 20 L 20 L 1 L 23 26 Ldr 26 Ldr 1 Ldr 24 Ldr Ldl 26 Ldl 26 Ldl 1 Ldl 24 Ps 0 Ps 0 Ps 0 Ps 0 X 0 X 0 X 0 X 0 Wow 0 Waw 0 Wow 0 Waw 0 Ws Ww Ws Ww Ws Ww Ws Ww 151 217 151 168 0 0 150 169 ww ON ww vtw vrw VW vrw vAv 83 83 64 84 0 0 81 81 vrs AS ws vis vq vls vrs As 58 58 58 58 0 0 72 72 Vrw Vhv Vrw V)w Vrw Ww Vnw VMr 2169 2189 1857 1857 0 0 1940 1940 Vrs VIS Vrs Vis Vrs VIS Vrs VI] 1511 1511 1511 1511 0 0 1725 1725 Vv 2189 1 38261657 1940 Vs. 1511 3021 1511 1725 V9or- 2169 3826 1557 1940 (T=C)r- 417 319 0 465 (T=C)s= 291 291 0 ata (5) - Diaphragm Loads NORRISLAT.xIs Towtq En-ineerin.g, Services 471159 Youngs Ln. Indio. Ca.92201 PHONE: 760-342-9214 FAX: 760-342-6164 Job No. Sheet No. �- I Of Calculated By Date 9/20/99 DIAPHRAGM LOAD CALCULATIONS LINE 21 21R 22L 22 22R 23L 23 23R 24L 1 24 24R 25L JOINT Y AREA 0 Y AREA 6 Y AREA 6 '/ AREA 0 L/W 1.00 Hd 0 026 Hd 10 078 Hd 10 100 Hd 0 OK . Hr 0 CK Hr 2 OK Hr 2 OK Hr 0 LrO1 0 Lr(1) 23 Lr(1) 23 Lr(1) 0 Lr12) 0 Lr(2) 0 Lr(2) 0 Lr(2) 0 No. ext. 0 No. ext. 2 No. en. 2 No. ext. 0 No. mt 0 No. int. 1 No. int. 1 No. ml. 0 H ext , 0 H ext. 10 H ext. 10 H ext. 0 H mt. 0 H int. 10 H int. 10 H int. 0 L 1 L 6 L 18 L 1 1 Ldr 23 Ldr 23 Ldr 1 Ldr Ld1 1 Ldl 23 Ldl 23 LdI i Ps 0 Ps 0 Ps 0 Ps 0 X 0 X 0 X 0 X 0 we. 0 Waw 0 Waw 0 Waw 0 Ws Ww Ws Ww Ws ww Ws Ww 0 0 146 169 146 169 0 0 vrw vlw vrw vtw vrw vtw vM vtw 0 0 22 22 66 68 0 0 M vb vrs vls vrs vls vrs vb 0 0 19 19 57 57 0 0 Vrw VAw Vrw Vhr Vrw Vlw Vrw Vlw 0 0 506 506 1518 1518 0 0 Vn VIS Vrs VIS Vrs Vts Vrs VIS 0 0 437 437 1311 1311 0 0 Vw 1940 -506 2024 1518 Vs. 1725 437 1749 1311 Vgov= 1940 506 2024 1518 (T=C1w= 0 33 297 0 (T=C)s= 0 1 29 1 257 0 ` (6) - Diaphragm Loads NORRISLAT.As Youn.g En.,qineerinPServices 47-159 Youngs Ln. Indio, Ca.92201 PHONE: 760-342-9214 FAX: 760-342-6164 Job No. Sheet No. Of Calculated By Date 9/20/99 DIAPHRAGM LOAD CALCULATIONS LINE 25 25R 26L 28 ' 26R 27L 27 27R 281- 28 29R 29L JOINT Y AREA 7 Y AREA 0 Y AREA 7 Y =REA 7 L/W 041 Hd 11 100 Hd 0 160 Hd 11 087 Hd 11 - OK x • Hr 2.251 OK Hr 0 OK Hr 4 5 OK Hr 4 5 Lr(1) 37 - - Lr(1) 0 Lr(1) 15 Lill 1 15 Lr(2) 0 Lr(2) 0 02) 0 Lr(21 0 No. en. 1 No. ext. 0 No. ext. 2 No. en 1 No. mt. 2 No. int. 0 No. int. 1 No. v1t 1 H ext. 11 H ext. 0 H ext. 11 H ext. 11 H int. -111 H int. 0 H int. 11 H int 11 L 15 L 1 L 24 L 13 37 Ldr 1 Ldr 15 Ldr 15 Ldr Ld1 37 Ldl 1 LCI 15 LCI 15 Ps - 0 Ps 0 Ps 0 Ps 0 x 0 x 0 x 0 x 0 waw 0 wow 0 WSW 0 wart 0 Ws Ww Ws Ww WS Ww 'Ns Ww 202 187 0 0 tie 241 98 241 vrw Ow vnv vtw vrw vw rrw vtw 38 38 0 0 199 193 104 104 vAS n vrs vls vrs vls � vn AS 41 41 0 0 93 93 42 42 Vrw VKV Vnw Vlry VM VK. Vnv VAv 1401 1401 0 0 2892 2892 1567 1567 Vrs VIS Vrs VIS Vr% VIS Vrs VIS 1518 1516 0 0 1394 1394 525 625 Vw= 1401 1 1401 1 2892 1 4459 Vs= 1518 1518 1394 2018 Vgov= :518 1516 2892 4459 (T=Q) - 142 0 1157 339 (T=C)s= 154 0 1 557 .35 (7) - Diaphragm Loads NORRISLAT.As Youim Enzineerin? Services 47-159 Youngs Ln. Indio, Ca. 92201 Phone: 760-342-9214 Fax: 760-342-6164 INPUT LINE DATA Job No. Sheet No. of Calculated By Date 9120/99 WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXT /INT. Wt w P1 X1 I P1 X2 LINE v CASE v MAX X start X end t 3201 S 2241 1 0.00 3.00 8.00 300 E 17 130 0 0.00 1 0 0.00 1 L 0 0 0 0 2 22.00 25.33 8.00 333 E 17 105 0 0.00 0 0.00 1 R 59 59 0 54 000 E t7 10.00 .7 17 0.00 E 17 000 0 0.00 000 E 17 5450 10.00 0.00 E 17 0 0.00 0 0.00 2R 0 0 0 0 WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end I h b EXTANT. Wt. w Pt X1 P2 I X2 LINE v CASE v MAX X start X end 3 7483 W 3761 5 0.00 5.50 8.00 550 E DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No X start X end h b EXT /INT Wt w P1 X1 P2 X2 LINE v CASE v MAX X start X end 2 3201 S 2241 3 650 23.67 10.00 .7 17 E 17 1101 0 000 0 0.00 2L 59.2857 59 0 54 17 4 43.00 5450 10.00 .1 50 E 17 0 0 0.00 0 0.00 2R 0 0 0 0 0.00 E 17 000 E 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end I h b EXTANT. Wt. w Pt X1 P2 I X2 LINE v CASE v MAX X start X end 3 7483 W 3761 5 0.00 5.50 8.00 550 E 17 0 0 0.00 0 10.00 3L 0 0 0 0 6 16.00 24.00 8.00 800 E 17 0 0 0.00 0 0.00 3R 312 312 0 24 000 E 17 4R 0 1 0 0 40 000 E 17 CHECK DIAPHRAGM LENGTHS 000 E 17 E 000 E 17 0.00 WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXT./INT. Wt.1 w I Pt Xt P2 X2 LINE v CASE v MAX X start X end 4 7483 W 3761 7 0.00 22.00 8.00 22.00 E 17 0.1 0 0.00 0 0.00 4L 311.794 312 0 24 0.00 E 17 4R 0 1 0 0 40 000 E 17 0.00 E 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS t 000 1 E 1 17 (1) - Input Line Data NORRISLAT.xIs Young Eneineerinz Services Job No. 47-159 Youngs Ln. Sheet No. of Indio, Ca. 92201 Calculated By Phone: 760-342-9214 Date 9/20/99 Fax: 760-342-6164 INPUT LINE DATA WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X stars X entl h b EXT TINT. Wt. w P1 Xt P2 X2 LINE v CASE MAX X slan X ena I 5 1326 S 0 8 0.00 11.50 10.00 1150 1 10 76 0 000 0 1000 5L 0 0 0 18 0.00 E 17 5R 74 149 0 78 000 E 17 000 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 0.00 E 17 WALL DATA - DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No X stars X end h b EXT /INT WI. w P1 X1 P2 X2 LINE v CASE v MAX X Stan X ena I 6 2674 W 1326 FRAME 000 0.00 000 000 E 17 0 0 0.00 0 000 6L 148.533 149 0 38.75 I 0.00 E 17 6R 0 0 1 0 27 0.00 E 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 171 1 WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X stars X end h b EXT /INT. Wt. w P1 X1 P2 X2 LINE v CASE v MAX X stan X ena 7 2765 W 1339 9 0.00 9.25 10.00 925 E 17 0 0 000 0 0.00 7L 0 0 0 25 10 17.00 25.00 1000 800 E 17 138 0 0.00 0 0.00 7R 111 111 0 25 000 E 17 • 000 E 17 CHECK DIAPHRAGM LENGTHS 000 E 17 0.00 1 E 17 WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X entl In b EXT./INT. Wt. w Pt X P2 X2 LINE v CASE v MAX X start X ena 8 2765 W 1339 11 8.00 17.00 10.00 9.00 1 10 57 0 0.00 0 0.00 8L 110.619 111 0 25 0.00 E 17 8R 0 0 0 25 0.00 E 17 0.00 E 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 (2) - Input Line Data NORRISLAT.As '• Mine Engineering Services 47-159 Youngs Ln. Indio, Ca. 92201 ' Phone: 760-342-9214 Fax: 760-342-6164 INPUT LINE DATA Job No. Sheet No.: _ of Calculated By Date 9/20/99 WALL DATA I DIAPHRAGM DATA LINE V MAX MAX CASE V MIN. WALL No. X start X end h b EXT /INT. Wt. I w P1 X1 I P2 X2 LINE v CASE v MAX X start X end I X1 P2 X2 LINE v CASE v MAX X start X and 9 4941 W 4373 FRAME 0.00 0.00 0.00 0.00 E 17 0 0 0.00 1 0 0.00 9L 0 0 0 0 1 0.00 0 0.00 !IL 53.02 53 0 25 0.00 E 17 9R 121 121 0 41 0.00 0.00 E 17 0.00 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 0.00 0.00 E 17 0.00 11 WALL DATA ` LINE V MAX MAX CASE V MIN WALL No 10 6256 W 5145 12 b EXT /INT 23.92 1 0.00 E 0.00 E 0.00 E 0.00 1 E 0.00 1 E DIAPHRAGM DATA LINE v CASE v MAX X start X end 'OL 120.5 0 0 41 10R 53 53 0 25 WALL DATA DIAPHRAGM OATA LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXTANT. Wt. w Pt I X1 P2 X2 LINE v CASE v MAX X start X and 11 1326 W 771 13 0.00 25.00 10 00 25.00 E 17 100 0 1 0.00 0 0.00 !IL 53.02 53 0 25 0.00 E 17 I 11R 0 0 0.00 E 17 12R , 141 141 1 0 41 0.00 E t7 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 0.00 1 E (3) - Input Line Data NORRISLAT.xis WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXTANT. Wt. w Pt X1 P2 X2 LINE v CASE v MAX X start X end 12 5790 S 4941 FRAME 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 12L 0 0 0.00 E 17 12R , 141 141 1 0 41 0.00 E 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 0.00 1 E 1 17 (3) - Input Line Data NORRISLAT.xis Youb71? Eizzineerinz Sen4ces Job No. 47-159 Youngs Ln. Sheet No.��of Indio, Ca. 92201 Calculated By Phone: 760-342-9214 Date 9/20/99 Fax: 760-342-6164 INPUT LINE DATA WALL DATA I DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h to DIAPHRAGM Wt w P1 DATA LINE V MAX MAX CASE V MIN WALL No X start X end h b EXTANT, Wt. w P1 Xt P2 X2 LINE v CASE v MAX X stars X end 0.00 13 9821 S 7760 14 4.50 14.75 14.50 10.25 1 10 265 0 0.00 0 0.00 13L 166 838 167 0 41 1 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 13R 75 75 0 40 0 10 0.00E 0.00 17 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 0.00 E 17 0.00 E 0.00 E 17 WALL DATA I DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h to EXTANT Wt w P1 X1 P2 X2 LINE v CASE v MAX X stan X end 14 2981 S 2820 15 19.50 27.50 1000 8.00 E 17 38 0 0.00 0 0.00 t4l 745179 75 0 40 16 31.67 40.00 10.00 8.33 E 17 38 0 0.00 0 0.00 14R 0 0 0 0 0.00 E 17 P1 X1 P2 I X2 LINE v CASE v MAX 0.00 E 17 0.00 0.00 1 E 17 CHECK DIAPHRAGM LENGTHS • 0.00 1 E 1 17 E WALL DATA LINE V MAX MAX CASE V MIN WALL No. 16 3314 W 897 17 b EXTANT. 5.00 1 0.00 E 0.00 E 0.00 E 0.00 E 0.00 E DIAPHRAGM DATA LINE I v CASE v MAX I X scan I X end 16L 1331.3751 331 1 010 16R 0 0 0 0 CHECK DIAPHRAGM LENGTHS (4) - Input Line Data NORRISLAT.xls WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X slan X end h b EXT./INT. I Wt. w P1 X1 P2 I X2 LINE v CASE v MAX X start X end 15 3314 W 897 POINT 0.00 0.00 000 0.00 E 17 0 0 0.00 0 0.00 15L 0 0 0 0 0.00 E 17 15R 331 331 0 10 0.00 E 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 0.00 E 17 WALL DATA LINE V MAX MAX CASE V MIN WALL No. 16 3314 W 897 17 b EXTANT. 5.00 1 0.00 E 0.00 E 0.00 E 0.00 E 0.00 E DIAPHRAGM DATA LINE I v CASE v MAX I X scan I X end 16L 1331.3751 331 1 010 16R 0 0 0 0 CHECK DIAPHRAGM LENGTHS (4) - Input Line Data NORRISLAT.xls mm? Eneineerina Services 47-159 Youngs Ln. Indio. Ca. 92201 Phone: 760-342-9214 Fax: 760-342-6164 INPUT LINE DATA Job No. Sheet No.' -of Calculated By Date 9/20/99 WALL DATA DATA I DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXT./INT. WI. w Pt I X1 P2 X2 LINE VC SE v MAX X start X end 17 2169 W 1511 12 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 17L 0 0 0 0 0.00 E 17 17R 83 83 0 0 0.00 E 17 3826 W 000 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 17 WALL DATA I DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALLNO. X stars X end h b DIAPHRAGM W1.1 w I DATA 19 1657 W 1511 19 000 8.33 1000 833 LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXT /INT Wt w P1 X1 P2 X2 LINE v CASE v MAX X start X end 18 3826 W 3021 18 000 4 75 10 00 a 75 1 10 38 0 000 0 0.00 18L 83.4231 83 0 26 CHECK DIAPHRAGM LENGTHS 0.00 000 E 17 18R 64 64 0 26 0.00 E 000 E 17 0.00 E 17 0.00E 17 0.00 E 17 WALL DATA I DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALLNO. X stars X end h b EXT./INT. W1.1 w I P1 X1 P2 X2 LINE v CASE v MAX X start X end 19 1657 W 1511 19 000 8.33 1000 833 E 17 38 0 0.00 0 0.00 19L 63.726 64 0 26 0.00 E 17 19R 0 0 0 0 0.00 E 17 20R 81 81 0 24 0.00 E 17 17 _ 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 0.00 WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h - b EXTANT. Wt. w P1 XI P2 X2 LINE v CASE v MAX X start X end 20 1940 W 1725 20 6.00 12.33 10.00 6.33 E 17 150 0 0.00 0 0.00 20L 0 0 0 0 0.00 E 17 20R 81 81 0 24 0.00 E 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 0.00 E I 17 (5) - Input Line Data NORRISLAT.xis Young Eneineerinja Services Job No. 47-159 Youngs Ln. Sheet No. of Indio, Ca. 92201 Calculated By Phone: 760-342-9214 Date 9/20/99 Fax: 760-342-6164 INPUT LINE DATA WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXT INT. Wt. w P1 X1 P2 X2 LINE v CASE v MAX X start X ena 21 1940 W 1725 21 0.00 10.00 10.00 10.00 E 17 150 0 0.00 0 000 21L 80.8354 81 0 24 0.00 .E 17 21R 0 0 0 0 000 E 17 000 E 17 0.00 E 17 CHECK DIAPHRAGM LENGTHS 000 E 17 WALL DATA LINE V MAX MAX CASE V MIN WALL No. 22 506 W 437 22 h b I EXT INT I.00 19.83 E 000 E 0.00 E 0.00 E 000 E 0.00 E DIAPHRAGM I EXT ANT. DATA DIAPHRAGM LINE v CASE v MAX X start X ena P1 X1 P2 X2 LINE 22L 0 0 0 0 0 0.00 0 0.00 23L 22R 22 22 0 23 23R CHECK DIAPHRAGM LENGTHS WALL DATA I EXT ANT. ).00 9.50 DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X star X end h b EXT ANT Wt. w P1 X1 P2 X2 LINE v CASE v MAX X start X end 23 2024 W 7749 23 4,00 12.00 10.00 8.00 E 10 0 0 0.00 0 0.00 23L 22.0043 22 0 23 0.00 E 17 23R 66 66 0 23 000 E 17 000 E 17 000 E 17 0.00 E 1 17 WALL DATA LINE V MAX MAX CASE V MIN WALL No. 24 1518 W 1311 24 (6)'- Input Line Data h b I EXT ANT. ).00 9.50 E 0.00 E 0.00 E 000 E 0.00 E 000 E DIAPHRAGM DATA LINE v CASE v MAX 24L 66.013 66 24R 0 0 CHECK DIAPHRAGM LENGTHS NORRISLAT.xls Your z Enizineerina Services 47-159 Youngs Ln. Indio. Ca. 92201 Phone:760-342-9214 Fax: 760-342-6164 INPUT LINE DATA Job No. Sheet No. a•' of Calculated By Date 9/20/99 WALL DATA 00 1600 E 0.00 I DIAPHRAGM DATA 0.00 LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXT /INT. Wt. w P1 X1 P2 X2 LINE v CASE v MAX X Stan X end 25 1516 S 1401 25 000 12.83 1100 12.83 E 17 143 0 0.00 0 000 25L 0 0 0 0 28 4459 W 2018 28 0.00 9.50 9.00 9.50 0.00 E 17 25R 41 41 0 37 0.00 000 E 17 104 104 0 15 0.00 • 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 0.00 E 17 0.00 0.00 E 17 0.00 E WALL DATA LINE V MAX MAX CASE V MIN '.PALL No X Stan 26 ,1516 S 1401 26 000 WALL DATA LINE V MAX MAX CASE V MIN WALL No. 27 1 2892 W 1394 27 h b I EXT /INT 00 1600 E 0.00 E 0.00 E 0.00 E 0.00 E 0.00 E b EXT./INT. 3.50 E 0.00 E 0.00 E 000 E 0.00 E 0.00 E DIAPHRAGM DATA LINE v CASE •+ MAX X Stan I X end 25L 40.9821 41 0 37 25R 0 0 0 0 CHECK DIAPHRAGM LENGTHS DIAPHRAGM DATA LINE v CASE v MAX X Stan X end 27L 0 0 0 0 27R 193 193 0 15 CHECK DIAPHRAGM LENGTHS (7) - Input Line Data NORRISLAT.xis WALL DATA " DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXTANT. I. w P1 X1 P2 X2 LINE v CASE v MAX X start X end 28 4459 W 2018 28 0.00 9.50 9.00 9.50 1 10 0 0 0.00 0 0.00 28L 192.8 193 0 15 0.00 E 17 28R 104 104 0 15 0.00 E 17 0.00 E 17 0.00 1 E 17 0.00 E 17 1 1 (7) - Input Line Data NORRISLAT.xis Young En-eineerine Services Job No. 47-159 Youngs Ln Sheet No.10of Indio, Ca. 92201 Calculated By Phone: 760:342-9214 Date 9/20/99 Fax: 760-342-6164 + WALL DATA • INPUT LINE DATA I DIAPHRAGM DATA r LINE V MAX MAX CASE V MIN WALL No X scan WALL DATA b EXT.IINTWt. Wt. w P1 X11 P2 X2 LINE v CASE v MAX X stars X end 32 0 S 0 31 0 S 0 0 0.00 DIAPHRAGM DATA 0.00 000 LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXT./INT. Wt. w P1 X1 P2 X2 LINE v CASE v MAX X start X end 0 29 1567 W 625 22 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 29L 104 433 104 0 0 000 E 17 0 0 0.00 0 000 CHECK DIAPHRAGM LENGTHS 0.00 E 17 000 000 E 17 0 29R 0 0 0 0 0.00 CHECK DIAPHRAGM LENGTHS 0 1 000 0.00 0.00 1 0.00 E 0.00 E 17 0.00 0 0.00 NORRISLAT.xls 0.00 E 17 CHECK DIAPHRAGM LENGTHS 0.00 E 17 CHECK DIAPHRAGM LENGTHS 000 E 17 WALL DATA DIAPHRAGM DATA LINE V MAX MAX CASE V MIN WALL No X start X end h b EXTANT. Wt w P1 X1 P2 X2 LINE v CASE v MAX X start X end 30 0 S 0 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 30L 0 0 0 0 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 30R 0 0 0 0 0 000 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 0 000 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 CHECK DIAPHRAGM LENGTHS 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 CHECK DIAPHRAGM LENGTHS 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 WALL DATA I DIAPHRAGM DATA r LINE V MAX MAX CASE V MIN WALL No X scan X end h b EXT.IINTWt. Wt. w P1 X11 P2 X2 LINE v CASE v MAX X stars X end 32 0 S 0 31 0 S 0 0 0.00 000 0.00 000 E 17 0 0 0.00 0 0.00 31L 0 0 0 0 0 0 000 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 31R 0 0 0 0 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 0 0 000 000 000 000 E 17 0 0 0.00 0 000 CHECK DIAPHRAGM LENGTHS 0 000 0.00 000 000 E 17 0 0 0.00 0 0.00 CHECK DIAPHRAGM LENGTHS 0 1 000 0.00 0.00 1 0.00 E 1 17 1 0 0 0.00 0 0.00 WALL DATA DIAPHRAGM DATA r LINE V MAX MAX CASE V MIN WALL No. X start X end h b EXT./INT. Wt. w P1 X1 P2 I X2 LINE v CASE v MAX X start X end 32 0 S 0 0 0.00 0.00 0.00 0.00 E 171 0 1 0 0.00 0 10.00 32L 0 0 0 0 0 0.00 0.00 0.00 0.00 E 171 0 0 0.00 0 10.00 32R 1 0 0 0 0 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 0.00 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 10.001 CHECK DIAPHRAGM LENGTHS 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 0 10.001 CHECK DIAPHRAGM LENGTHS 0 0.00 0.00 0.00 0.00 E 17 0 0 0.00 1 0 0.00 (8) - Input Line Data NORRISLAT.xls Youne Eneineerine Services 47-159 Youngs Ln. Indio. Ca. 92201 Phone: 760-342-9214 Fax: 760-342-6164 SHEAR WALLS Job No. Sheet No. ,Zj___of Calculated By Date 9/20/99 (1) - Shear Walls NORRISLAT.xls SHEAR WALLS PLYWOOD ALTERNATE SHEAR WALLS PLYWOOD ALTERNATE ORAD DRAG NO SILL HOLD OWN OPTIONS NO PND LTTNTTMTT HD HOLD OWN OPTIONS PMO LTTRATTMTT LINE- STRAP LINE- I WALL No 0 ND WALL WALL a a % a%1 AS PLATE CON HOLDOWN VMA%• ANCHOR HOLDOW ANCHOR HOLOOWN ANCHOR L COND HOLDOWN CON HOLDOWN V MM• 7201 1 B 7 767 535 C NA 0 .1240 2 2% 1 NA •MIN• SST020 PHDS SST821 MTT280 SST824 C STH014 I HPAH022 V MINN 2211 2 8 77 240 575 C NA 21J 1700 2 2% 5 0 SSTS20 PHD! SST024 MTT288 SSTS24 I HPAHD22 I HPM022 MM CASE S 0 0 0 000 IWA NA 0 0 I 7% tj IWA NA -N/A -WA IWA IWA IWA I NPM022 I HPAND22 1P OR 2P• SON& ION& 0 0 0 0W IWA NA 0 0 0 0 -ONO 7% 0 0 IWA IWA -WA -N/A IWA I HPM022 HPAND22 Vu• 0 0 00000A 0 0 0 0 - ]x - 7% 10NO IWA IWA IWA INIA INIA I HPM072 I HPAM022 'ONO 0 0 00000IWA 29 NA 0 0 I 7% -ONO ee IWA IWA IWA -NIA IWA I HPAM072 HPAMD27 TOTAL 1 TOTAL e7 C HECK LINE OEPLEC TION (1) - Shear Walls NORRISLAT.xls SHEAR WALLS PLYWOOD ALTERNATE ORAD N0. SILL SILL HOLD OWN OPTIONS NO PND LTTNTTMTT LTTRATTPH STRAP LINE- 2 WALL No N D M WALL WALL a a % q%1 AS PLATE i•C HOLOOWN ANCHOR ANCHOR NOLOOWN ANCHOR LCOND HOLOOWN CON HOLDOWN VMA%• 7201 7 10 17 058 116 A NA ]N •511 S 2% NA NA NA NA NA NA C NA 1 NA •MIN• MAI NA 10 t2 057 116 NA 632 0 1 2A IAS H02A SSTS20SST820 LTT208 SSTS24 I HPAM= HPAHD22 AN%CASE 5 0 0 0 IONTO' IWA NA 0 0 U *ONO NOWAY 'ONq! SONO N.DfV'G- SON& IDNp I IONAY IDNO IP OR iP• IP 0 0 0 IONO IWA NA 0 0 7% IDN& IDN&' SON& ION& IDNO IDNO I IDN& 'DIV Vu• 0 0 0 0 -ONO IWA NA 0 0 I 7% -0NO IDN&' IONO ION& ION I IDN&' I IDN& I IONO Vw1• 0 0 0 0 ION& INIA NA 0 0 - 7% 10NO -DNq! IONq' IDNIO' IDNq' -ON&' -ONq' 'ONO 'ONO 0 0 0 IqV& IpTAI 29 -ONO ]% -DN& IDN& -ONO ee I -aV& IONO (1) - Shear Walls NORRISLAT.xls SHEAR WALLS PLYWOOD ALTERNATE ORAD NO. SILL HOLD OWN OPTIONS HO PHO HOLD OWN OPTIONS ND 1 PNO LTTRATTPH STRAP STRAP LINE- 7 WALL No n D t•D WALL WALL D a % a%I A8. PLATE T•C HOLDOWNANCHOR CON HOLDOWN OR HOLOOWN ANCHORLCOND HOLDOWN CON HOLDOWN V MAX. TIN S 6 !.! tA5 MI M IIA 0 .1 3,U / 2% TIM HDBA 1578]1 PHOS21MODWOODIVO V MIN. 21 C NA I HPAN027 V MINI 3761 6 6 8 100 551 M NA 1940 0 6 U 1072 HD&A SSTB.N242A 0 I HPANOM 1 HPMD22 MAIL CASE W 0 0 0 IDN& IWA NA 0 0 -ON& U IDN& ION& IDN& 16DWO.OfV0 IWA NA I _ IONO I IDIVO 1P OR 2P• IP 0 0 0 IDN& IWA NA 0 0 0 ]% IDN& $ONO ION& 0 1 IDN& I IDN& VW 0 0 0 0 -DN& IWA NA 0 0 0 0 IONv 7% ION& -ION&& 7% -ONO I-1-ONeVw• ION& -ONq! IONO -ON&! -ONO I -aVO 0 0 0 0 IqV& IWA NA 0 0 ]% -DN& IDN& -ONO ee I -aV& IONO TOTAL 1 11 IONO (1) - Shear Walls NORRISLAT.xls SHEAR WALLS PLYWOOD ALTERNATE ORAD NO. SILL HOLD OWN OPTIONS HO PHO LTTIMTTMTT STRAP LINE• 4 WALL NO h D ND WALL WALL 01 a % k%1 As PLATE r -C HOLOOWNANCHOR HOLDOWNANCHOR HOLOOWN ANCHOR L CONO HOLDOWN CON HOLDOWN VMA%• ;IN 6 22 076 740 5 NA 0 6N 7 2X 1721 H02A SSTS20 PHD2 SSTS20 LTT200 SSTS21 C HPAN022 HPAH022 V MIN. 3761 0 0 0 -ONQ IWA NA 0 0 I ]% IDN&' IDN&' -OHIO• ION&' IDN& IDN&' -ONTO' IONO -ONO MM CASE W 0 0 0 IONO IN/A NA 0 0 I ]% -ONq' IDIV/0! -DNq' -ON&' ION& -DN&' IONq' IDO -ON& 1P OR 2P• IP 0 0 0 IONq' IWA NA 0 0 ]% -ONO IDN&' IDNq' IDNq! -ONO -ON&! IDN&' I IONe -ONq' Vu• 0 0 0 0 IDN& NIA NA 0 0 ]% SON" IONq' ION&' IDN&! SONO ION&! IDIVO I -ONO ION.OI Vw 0 0 0 0 IONv -WA NA 0 0 7% -ONO -ON&'. ION& -ONq! IONO -ON&! -ONO I -aVO I DNO TOTAL 22 -ONO (1) - Shear Walls NORRISLAT.xls SIVIVISIU80N spell Je84S - (Z) SIIVM HV3HS 66/OZ/6 ale(] As patelnoleo JOTZ)T-ON LaagS 'ON qor 1?919-Zb£-09L :xej V26 -Z4£ -09L :auoyd LOZZ6 'eo 'olpul 'u-1 s6uno k 6!;L -D7 . saarLuas auuaau.au3 aunoA ONOI ONOI 1 6 1V101 ' 1V101 ONO. 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SNpldO NMO OIOH Q V W IIYM 1115 ON D"O DVtlE 31YNtl3LlY OOOMAIe 1 S1lYM lNdHS 11 Wlll'1/111 Owd Ow SNOIldO NMO OWN •3.11 1115 SIIVM HV3HS 66/OZ/6 ale(] As patelnoleo JOTZ)T-ON LaagS 'ON qor 1?919-Zb£-09L :xej V26 -Z4£ -09L :auoyd LOZZ6 'eo 'olpul 'u-1 s6uno k 6!;L -D7 . saarLuas auuaau.au3 aunoA ONO. ONOI 0 NS 1V101 1V101 ONO, UNOI ONION I tNNIAA0010" iONO. iONO. ONO, pNO, ,ONO, ONO. ONO, %[ 0 0 0 IN vNI iONO. O 0 0 0 nW1 ONO. I ON01 ONO. ONOI ONG. iONOI ONOI ON01 M IN VIN, 0 0 IN VN. ONOI 0 O 0 0 -..n ONO. I I ONO. iONO. ONOI ONG. ONO. ONOI ,ONO. M ON0/ 0 0 IN VMI ONO# 0 O 0 dt -dZ tlO dl ONO. I I ONO. 0N00 ONOI ONC. SONO. iONO. ONOI M 0 0 0 0 IN VMI 41 0 0 O 0 M 3M %VV. ZZONVd. I I VIGISS WZ111 GUM ZO.d OZv155 VIA. COL K C 0 B6C" IN V OBI SZ. -C OL 01 6CC1 -NINA ZZOMIe. I J 196ISS BOZlll OZOISS ZO.d OZB1S5 KEN 6LOI K C Ow 0 . IN V 031 Bp l C6 O1 6 SSLZ •rin A NMUOIOM NO,,ONOJ l HOHJNV NMOOIOH tlONJNV W. UGHJNV MOOIOH 3•1 31Y1d B V 1%IO X •0 10 llvM IIVM ^^ QN Q V W IIYM IIVM IIVM •3NI1 DVtlE dW15 11 Wlll'1/111 Owd Ow SNOIldO NMO OWN •3.11 1115 'ON OVtlO S%JIldO 31YNtl311V OppMAld S11VM vnms - OVtlG SIIVM HV3HS 66/OZ/6 ale(] As patelnoleo JOTZ)T-ON LaagS 'ON qor 1?919-Zb£-09L :xej V26 -Z4£ -09L :auoyd LOZZ6 'eo 'olpul 'u-1 s6uno k 6!;L -D7 . saarLuas auuaau.au3 aunoA ONO. ONO/ 0 1V101 1V101 ONO, I ONOI ,ONO. ,ONO. ONO. OC. ONO. IGINO. ON01 %[ 0 0 IN YN. pN01 0 O 0 0 ••M ONO. I ONO. I ,ONO. 601NO. ONOS ONO. ONO- ONO. ,ONOI M 0 0 IN VIN, ON01 0 O 0 0 •-A ONO- I ON01 I ,ONO. pNOS IIYNQ, ala. ONO. ION01 ONO. WE 0 0 IN VNI ON0/ O O 0 dI •dZtlOd1 ONOr I ONO. I ,ONO. ,ONO. ONO. ONO. ONO. .ONO. .ONO- M 0 Cl IN VMI ONO. 0 0 0 M 3SVJ rift ONO. I DOING. I ,ONO. or ONO. ONO, ,ONO, ONO. .0110. %C 0 0 IN VN. ,ONO. 0 O O v.'CI •NIRA UNOr I TONG. J 101.0. .ON01 ONO. *A10. ,ONO. 'ONO. IOINCI. %C 0 0 IN VMI IONOl 0 O 31V1MI rive•riwA OZv1S5 NMOOIOH NOO NMOOWH ROJItlOHJNV NMOOIOH tlOHJNV i1GlOH tlOHJNY MOOION J -L 31Y1dJ.IIVMI.. % lo b lwM 1M W Q rl dN IIVM B •3Ml MOOIOH dYtl15 11W11RIll1 Owe OM S.NOIldO NMG OIOM 1: IIVM IIVM 1115 'ON I DVtlE 31VNtl3llV OOOMAld SIIVM UY3HS S •3.11 dVtl1S 11WLINII1 SIIVM HV3HS 66/OZ/6 ale(] As patelnoleo JOTZ)T-ON LaagS 'ON qor 1?919-Zb£-09L :xej V26 -Z4£ -09L :auoyd LOZZ6 'eo 'olpul 'u-1 s6uno k 6!;L -D7 . saarLuas auuaau.au3 aunoA ONO/ L. 1V101 ONO- 1 0101 ,bNO. ,01.0. ONO/ ONC. ONO. ,ONO. .01.0. WE 0 0 IN VNI ,ONO. 0 0 0 BKI •r^A ONO/ I ONO, I ONO. ,ONO/ ,01N0r UNC. ,01N0. UNG. ,ONO. WE p11 0 C. IN VINI i01NO. 0 0 0 0 --A ONO- I a. I ONO, ONOr ,0110, UNC. ,bNO. ,0110. ONO. WE 0 0 IN VNr ,ONO, 0 O 0 dl -dl tl0 d1 .0110. I ONG. I ,01NO. ,01NO. ,01.0, UNC- ,ONO, &NO, &NO, WE m1m. 0 0 IN VIN. ONG. 0 O 0 S -3SID riW dNO/ I ,ONO, ,0110. OA10. ,ONOr UNG- ONO- ,01NO, ONO- WE M. 0 0 IN IN. ,01NMI 0 O 0 0 •N..A 720NYtlM I ROMVe. J tZB155BGelll OZv1S5 2G -d OL015S KOH B6r AZ r 6[r 0 IN V LC'. Lv0 Z, 01 B vZC1 •riRA NMOOIOH PROD 1 NMOCWw ONOJ 180MONY NMOOIOH 1,10.3-1 `4131.0. tlOHJNv MOOIOH J-. 31V1d 10 1. >< +0 1: IIVM IIVM Q oN 1TIN. S •3.11 dVtl1S 11WLINII1 0-; S%JIldO 0. NMO OIOH 1115 ON I OVtlG 1YNtl311 OOOMAId 111-83111 S1lVM lIV3.5 SIIVM HV3HS 66/OZ/6 ale(] As patelnoleo JOTZ)T-ON LaagS 'ON qor 1?919-Zb£-09L :xej V26 -Z4£ -09L :auoyd LOZZ6 'eo 'olpul 'u-1 s6uno k 6!;L -D7 . saarLuas auuaau.au3 aunoA Young Eneineerine Services R 47-159,YoungS Ln. Indio. Ca. 92201 Phone: 760-342-9214 Fax: 760-342-6164 SHEAR WALLS -fib No. Sheet NO. Q�of Calculated By Date 9/20/99 _ SHEAR WALLS PLYWOOD ALTERNATE SMEAR WALL$ I PLYWOOD ALTERNATE ORAD DRAG NO SILL I -0 wOLD OWN OPTIONS FMO L^.VTTmTT STPAP 11 LINE- 9 WALL b 0 tib WALL WALL d OF x 01X1 AE -UTE "•C MOL ANCHOR -OLDOW ANCHOR HOLDOWN ANCMOR CONO HotDOWI. CON HOLDOWN NOLDOWN 19.1 FRAME 0 0 000 IWA NA 0 0 b 0 3Y 7 2X IWA .WA .WA @NIA IWA IWA C HPANOII 1 wPAN= HPA"012 1 .373 0 0 0 000 IWA NA 0 0 3Y 3 /WA IWA IWA .WA IWA IWA I HPAHOII MP.HOIIW ION& ION& IOIV. 0 0 0 000 .WA NA 0 0 3% 0 IWA IWA IWA IWA fWA IWA I NPAN02] ANOII ION+O tF 0 0 0 000 AWA •1A 0 0 ]x 2 IWA IWA IWA IWA IWA IWA I MPAMDII 1 MPAMOII' IDNO ravel 0 0 0 0 Om IWA NA 0 0 3X J .WA IWA IWA IWA IWA IWA KPAHOII 1 MPAMOII NN. 0 0 0 0 000 IWA W 0 0 ]X ] IWA /WA IWA INIA IWA IWA MPAHOII +DANDII ION" IDN" TOTAL 0 1 IONO .DNX I ALL PLYWOOD PANELS MEET Nb RATIO ION& TOTAL 0 24 .avp (3) - Shear Walls NORRISLAT.xis SHEAR WALLS PLYWOOD ALTERNATE A WALL! ALTERNATE ORAD DRAG NO SILL MOLD OWN OPTIONS HO PHO MOLD OWN OPTIONS M0 VMO LTTA.T ." STRAP 11 LINE- t0 WALLA- P M WALL 01 0• X 01X1 AO PLATE T•C ANCHOR ANCHOR NOL ANCHOR MOLDOWN ANCHOR CONO NOLOOWN C NOLDOWN V MAX. an 12 12 2. 050!IMA NA 2901 0 7 2X 017 H02A SST520 PH02 SSTS20 LTT200 337021 C HPA"012 1 NPAmOn V MIN. 51AS 0 0 0 .ONO NA 0 0 3x IONp AONXy /DAV 10NO ION& ION& ION& IOIV. AOIV& 4M CASE W 00 3X PON* .ON& •1A 0 0 3x ION& ION& ION. ION& ION+O SON& ION& mmv" ION& IP OR 2P. +P 0 0 0 .ON& NA 0 0 3X ION& 1011& IDNO ravel ION& ION& ION& ION& ION" Vw 0 0 0 0 ION" W 0 0 ]x ION& ION& .ON& ION" ION" IONO ION". ION& I fOIVo IDNo VN.. 2170 0 0 0 .ON* ..A NA 0 0 3X ION" IDN" I ONV -ONO .0"o. IONO .DNX I AONO IION. ION& TOTAL 0 24 .avp (3) - Shear Walls NORRISLAT.xis SHEAR WALLS PLYWOOD ALTERNATE SHEAR WALLIS PLWV000 ALTERNATE ORAD ORAD NO SNL MOLD OWN OPTIONS HO PHO LTTAITTIN" STRAP STUN LIKE. 11 WALL 11P P M WALL WI I 01 x 0151 AO PLATE IK T•C ANCHOR MOL ANCHOR -OLD= ANCHOR CONO MoLDOWH CO HOLOOWN VMAX• ins 13 10 2S 010 w A 0 0 12 0 1 2X NA NA NA NA NA NA NA C NA I NA v NAW. n1 0 0 0 IONo IIIA 0 0 CON& o a 0 3X ROW& .ONTO ADN& AOrd& f01Vo "No ION" I IOIVp 1 FON& 11111 CASE W O 0 0 Radio /NM S 0 3X PON* fONo .ONO SOV& ION" IOVo IOMO! 1 ROIV101 fordo 1Po112P. tP 0 0 0 Feld& IWA .ONp 0 xx IOIVIV fordo /ONAP fodo SON& .OINo IDIVO 1 ql/o I fordo 3Y 0 0 0 0 /ON& IWA #ONO .avd 0 k Amv wNo "do my ION& ION. ION& I /ON& 1 IOIVIP0 0 0 3X 0 0FOND IDNvp AONO AOA& 0 >x RawO /qVp fOIVo IDNo FON& f0.F. IpV& I RpV.1! I FORM& 1 0 0 fordo MIA W TOTAL 1291 3X I ION&I fONO fONp /Olvo Volvo .Oro AONO I IONO ION& (3) - Shear Walls NORRISLAT.xis SHEAR WALLS PLYWOOD ALTERNATE ORAD NO I SNL -OLD OWN OPTIONS MO PMO LrNTTMTT STUN UNE• 12 WALL 0 - I 'WALL WALL DI 01 x I OIXI AO I PLATE T•C WXOOWN ANCHOR mOLOOWN ANCHOR HOIOCWN ANCHOR L CONO NOLOOWN COMO WXOOWN V MAX. 5790 FRAME 0 0 AOA. IWA NA 0 0 .2 WN& m43X IOIV101 ADVO IONAP .ON& .ONO -mv IONO C IO/Vo I AON. V MIN. .9.1 0 0 0 CON& IWA NA 0 0 W .ON& ftv4 3X /Odi. .DIVo /ON& 10IV& .ON" SONO 'ONO I.ONO I .ONO MAA CASE S 0 0 0 .OIV& AWA •IA 0 0 u Iwo two AONp AOM& IONV IDNO ION* 1.pVO .ONp IP OR 2P. tP 0 0 0 fONO IWA NA 0 0 3Y AONO ApVp AONO .ONO IONp I #ONO .avd ION& I ONo Vr 0 0 0 0 "V& IWA NA 0 0 3X 10NV1. IDNvp AONO AOA& ION& IONp ION& I AONO I ACNO Vvr 0 0 1 0 0 fordo MIA W 0 1 0 3X I .ON" fONO fONp /Olvo Volvo .Oro AONO I IONO ION& TOTAL 0 AdV& (3) - Shear Walls NORRISLAT.xis SIMV ISINNON SUM Jea4S - (0 ST1VM HV3H9 66/OZ/6 ale(] AS PalelnOleo 10=1 ON laa4S ON QOf 9919 -Z4£ -09L :xed b1Z6-Zb£-09L :9uO4d LOZZ6 TO 'Olpul -ul s6unO.l 6F1 -L4 saapuaS auriaau!aug auno k IOAIOI pNOe S W101 W101 1V101 IONOI I ONOI I ONO, ONO, ONOI 01 ONO, ONO. ONO/ %C 0 0 VN V— 0 0 0 0 0 •tw1A ONO. I ONO. I ONO. ONO- ONO. ONOI ON01 ONO. ONO. %C 0 0 VN VMI 0 0 0 0 •.,A AWG• I ONO. I ONO. ONO. ONOI ONOI ONO. ONO. ONO. xC 0 0 YN PINI 0 0 0 dl •dZ NO dt AWG, I ONO. ONO. ONO. ONG. ONO. ONO, ONOI ONO, XC 0 0 VH VMI ratyo, 0 0 0 M 3Sv]XVn.ON01 ONO, I ONO. .ONO. ON01 •ONO. .ONO. ONO• ONO. ONO, XC 0 ONO. VN VM. 0 0 0 L69 •NIn A VN VN J rN rN MISS DOHd KBlss wo. 1619 xC Z 0 Les. VN 0 C99 S Ot LI .1CC -x A NMOGIOw NOJ NMOOION ONO] MOH]Ny NMOOION OOW3N MOOIOw tIONJNV MOOIOH ]=1 31 V1d BY WO x 10 q 11VA•. IIVM ^• O ON 11VM BI •3NI1 .0 dVtlls 11WLIMI-11 Owd OH SNOIIdO -AO OIOH O// IIYM Sl 1115 ON 0"0 dVbIS 31Y dEW OOOMLId I 11W... 1TIM IIYM Owd ON SN011dO NMO 010H O V NI IIVM 1115 ON ST1VM HV3H9 66/OZ/6 ale(] AS PalelnOleo 10=1 ON laa4S ON QOf 9919 -Z4£ -09L :xed b1Z6-Zb£-09L :9uO4d LOZZ6 TO 'Olpul -ul s6unO.l 6F1 -L4 saapuaS auriaau!aug auno k ONQI pNOe ONO, 0 W101 1V101 ONO. ONOI I OAg1 I ONO# ONO. ONOI .OAK. &M. Once ONO, XC 0 0 VN VM, ONO/ 0 0 0 0 �•VI ONOI I ONO; I ONO* ONOI ONO, iONO/ ONOI ONO$ OMW XC 0 0 VN VMI ONO. 0 0 0 0 INAA OAW I pNOe ONO. ONO, ONO. ONOI ONOI ON01 ONG, XC 0 0 IIN VMI ONO. 0 0 0 dt •dL HO dt ONO# I ONOI ONO. ONO. ONO. ONO. ONO. OAq. *No. XC 0 0 YN VMI ONO, 0 0 0 M 3517 XVn ONO. I ONO/ I ON01 ONO. ONO. ONO. ONO. ONO. ONO- xL 0 0 VN VM. ONO* 0 0 0 L68 •Nln A iON0/ I ON01 ] ONO. ONO. ONO. ONO. ON01 ONO, ONO. XC 0 0 VN VMI ONGS 0 0 1NIOd SIM •XVnA NMOOION NOO NMOGIOw ONO] BOHJNV NMOOION MOH]NV MOOIOH Np1]NV lOH ]=1 31VId B V 1%10 X 10 .0 lwI IIVM ^^ 3'N B O// IIYM Sl •3NII 31VId ,v XO dVbIS 11W"MUI 1TIM IIYM Owd ON SN011dO NMO 010H O V NI IIVM 1115 ON ovda 31VNV3 OOOMAId Sl'm V:. LIWLI-IAA ONd I OH SNOIldO NMO OIOH 111$ ST1VM HV3H9 66/OZ/6 ale(] AS PalelnOleo 10=1 ON laa4S ON QOf 9919 -Z4£ -09L :xed b1Z6-Zb£-09L :9uO4d LOZZ6 TO 'Olpul -ul s6unO.l 6F1 -L4 saapuaS auriaau!aug auno k ONQI 0: ONO, W101 81 1V101 ONO. I ONO. 'ON01 I ONO. I ONO, ONO. ONO. ONO, ONO, ONO- ONO. %C I 0 0 YN VMI ONO. 0 0 0 0 •N', ONO. I ONO. I ONO, .ONO. ONO. IOdNOe ONO. ONGI ONO. X[ I 0 0 VN VMI &NOB 0 0 0 0 •..A ONO. I ONOI I ONOI ONO. ONO. ONO. ONO. ONO. ONO. xC Z7 0 0 VN M. ONO. 0 0 0 dl •di b0 dt 'ONO. ONO. I ONO. ONO. ONO. SONO. ONO. A1 O0, ONO. n0 I ONO. ONOI ONO. 0 VN VM, ONO. 0 0 0 S 3SV] %VVt UGHYdH I ZZONVdH I .LBlSs OW11I MRISS LOwd OLYISS VZOH ILLI xZ C 0 006 VN Y 61Z GZI C9 01 9, OZ9Z -.7.—A UONVdw I I LLOHVdw ] IL91SS QOZlll MISS LOMB i OLAlSs KOH OOC1 I XZ C B9s mt VN V 61Z SZI 9 01 G1 186Z •Xvnn NMOOWM NOJ NMOOIOM GNOJ NOHJNV MMOOV. bONONV l0H tlOMJNV w 7=1 31VId ,v XO X q q 1TIM IIYM ^^ Q+I O V NI IIVM II •3NIl dVbIS LIWLI-IAA ONd I OH SNOIldO NMO OIOH 111$ ON —0 31VN..IV OOOMAId 2111IM NV3ws ST1VM HV3H9 66/OZ/6 ale(] AS PalelnOleo 10=1 ON laa4S ON QOf 9919 -Z4£ -09L :xed b1Z6-Zb£-09L :9uO4d LOZZ6 TO 'Olpul -ul s6unO.l 6F1 -L4 saapuaS auriaau!aug auno k ONQI 0: W101 ONO. I ONO. I ONO, ONO- ONO. ION01 ONO. ONO, ONO, xC 0 0 V,: YM, ONO. 0 0 0 0 •M1 ONO. I ONGI I ON ONO. ONO. ONO. ONOI ONO, ON01 xC I 0 0 — VMI ONO. C 0 0 0 --A ONO, I ONOI I ON ONO. ONO. ONO- ONO. ONO. ,ONO. %C 0 C — VM. ONO. 0 0 0 d1 •dL tl0 dt ONO. I ONOI I ONO, ONO. ONO. .ONO. ONO. ONO. SONO, xC 0 0 VH VIN, ON01 0 0 0 S 3SVJXVn .ONO I ONO. ONOI ONO. ONO, IONO- ONGI .ONO. .ONO. A 0 0 Yr. YM. ONO, 0 0 09LL •NInA VN IWN:, vN vN YN VN 03d/ Y.IO. ZCCCI XL s 0 Bol IBLB' 9901 30 696 Irl 0, SII II 1186 •xvnn HMOOIOH NO] NMOOIOw ONO]1bON]NV NMOOIOH NOHJNV MOOIOH aow3NY MOOIOw 71 31VId By 1xio % IO 10 IIVA• IWM ^ 6v ON IIYM CI •3HIl dVdi, uWilmill OHd OH SNOIldO NMOOIOH llls ON Oybo 3l VNM31Iv OOOMLId SIIVM tl13HS ST1VM HV3H9 66/OZ/6 ale(] AS PalelnOleo 10=1 ON laa4S ON QOf 9919 -Z4£ -09L :xed b1Z6-Zb£-09L :9uO4d LOZZ6 TO 'Olpul -ul s6unO.l 6F1 -L4 saapuaS auriaau!aug auno k SIVIVISINNON Slim J884S - W SIIVM UV3HS 66/OZ/6 Oleo AS paleln0leo JO5-'—/'ON 19914S ON Q0r 4919 -Z4£ -09L :xed 41Z6 -Z4£ -09L :auOUd WZZ6 'eo 'Oipul *u,l s6uno k fft-Lh 6 saaivas ou»aau?au3 auno), 10'A101 OAXb c S Mol W101 ONO#I ONO I i0W01 '01NO, pN0* pN0* 10'N0. ONO. ONO. X[ 0 0 IN VMI 10'NO# 0 0 0 0 •W. aN01 1 ONO. 1 .01.01 '01N01 ONO. ONO. ONO. ONO. ONO. XC 11l,,S 0 0 VN VM. ONO. 0 0 0 0 —A ONOI I ONO. I ONO. 0N01 ONO. ONO. ONO, ONO, ONO. XC . 0 0 IN VMI ONO* 0 0 0 d1 •dZ tlO el ONO. ONO, I .OINO. 101NO. ONO. ONO. ONO- .ONO. '01NO. XC # 0 0 IN PINI ONO" 0 0 0 Al 3SV3 XVN ONO, I 4101 I ONO. 10INO, ONO. '0'.01 ONO. ONO. .01NO, XC I 0 0 IN VINI ONO. 0 0 O SZ-'. •MINA ZZONvdH 1 r'OH'S 7 OZB355 9111. cesiss ZOHd OZB15s KOH Osa %Z C CIS. $V. IN B SOC SSI CS 01 1 OZ 016: •XVRA NMOOION NO7 I NMOOION ONO3I HOHDNY NMOOIOH b0H3W MOOIOH tlOHDNV MOOION 7.1 31VLd B V 1X10 X 'O 10 111M 1W, ^• W 0 V IWIWMI OZ I •3NI1 —1 q LI.I.LM111 O..e I ON SNOI140 NMO 010H ^^ 3N V V Ill$ 'ON Ovbc -3NII 31YHtl31lV OOOMAIe $IIVM tlV3N$ 3IVNb3lIVj OOOAMId S1lvM vV3HS 1.1W110Vlll ONd 1 ON SNOIld0 NMO OION SIIVM UV3HS 66/OZ/6 Oleo AS paleln0leo JO5-'—/'ON 19914S ON Q0r 4919 -Z4£ -09L :xed 41Z6 -Z4£ -09L :auOUd WZZ6 'eo 'Oipul *u,l s6uno k fft-Lh 6 saaivas ou»aau?au3 auno), iOING. OAXb 0 CS W101 ONO# I ONO# I ON01 I aA011 8011y01 ONOI ON1# ON01 ON01 ONO. XC 0 0 IN VM/ OAg1 0 0 0 0 .I•VL ONO. I ONO# 1 ONO. ONO. ONO/ ON01 ONO. aNO* ONO. X( 0 0 IN VM/ ON01 0 0 0 0 MA ONO. I ONW I VMS ONOI ON01 IO'NO$ ONO. iOpNO$ ON01 XC 0 0 IN VA" ONOI 0 0 0 dt •dZ UO dl pAM71 I ONa I ON01 ONO/ On101 ONOI ONOI pN01 dNOI XE 0 0 IN YIIROAI01 ONO. 0 0 0 M' 3SV7 YVR OAg1 I ONO! 1 AWNOl ONOP &NOO ONO. ONO. aN0# ONO/ XC 0 0 IN VMI ONO/ 0 0 0 11 1 •NIRA ZZONYdN I aONVdH 3 KB1S4 9O[11l amiss ZONd OZB15S KOH .... XL C SZII 0 vN Y 66t or C'S 01 61 Lot •XVRn M NOOION NO3 NMOOIOH 0.0.3l tlONDNV MMOOION tlO..DNW MOOIOH UONDNY ;M— J•1 31YLd B V IXq % q Q ITVM 1lIM ^^ 3N V V IN 11vM 61 -3NII d"IS 3IVNb3lIVj OOOAMId S1lvM vV3HS 1.1W110Vlll ONd 1 ON SNOIld0 NMO OION IIIS I ON OVtlO 1 31vNtl311Y OOOAMIe I SIWM bY3HS SIIVM UV3HS 66/OZ/6 Oleo AS paleln0leo JO5-'—/'ON 19914S ON Q0r 4919 -Z4£ -09L :xed 41Z6 -Z4£ -09L :auOUd WZZ6 'eo 'Oipul *u,l s6uno k fft-Lh 6 saaivas ou»aau?au3 auno), iOING. 'ONO. 0 9, 1V301 ONO# I ONO. 1 ONO, I ONO, ONO. ONO. ONO* ONO. ONO. ONO. X[ / 0 0 IN VM. am. 0 0 0 0 •.•M ONO, I ONO. I 'OIN01 ONO. ONO# 101N0# ONO. ONO. 'O'N0. XC , 0 0VN VMI .ONO# 0 0 0 0 --A 0.0. I ONO. I OWO. ONO. ONO. ONO. 10WOI ONO. ONO. XC 0 0 VN vM1 ONO. 0 00 OAq. dL' •dZ MOO. 0.01 I ONO. 'O'NO. OMO- "No. ONO. iO'N0. ONO. 'O'N01 XC # 0 0 IN M. ONO. 0 0 0 M •3SV7 YWI 0N01 1 ON01 .01NO. ONO. ONO. 'OINO* 10NO. .OINOI ONO. X[ h 0 0 IN IN, ONO. 0 0 0 lux •NIRA IN IN 7 IN IN IN VN KB1SS WON 9MI XC Z /LLC• 0 IN BB 09 ILL 91 01 St 9CK -XM A NO7 WA0010NONOD I dOHJNV NOIONONOW ON ION tlON7N MOOIO .1 311dB V X % 11VM 1Y OHd ON SNOIleO NMO OIOH 0 V .N IIvM SNMOOION t •3NIl .Ytl1S 3IVNb3lIVj OOOAMId S1lvM vV3HS OHd OH SNOI1dO NMO OION 111s 'ON 0"0 1 31VNtl31ly OOONMId 1 SIIVMtlY3N$ SIIVM UV3HS 66/OZ/6 Oleo AS paleln0leo JO5-'—/'ON 19914S ON Q0r 4919 -Z4£ -09L :xed 41Z6 -Z4£ -09L :auOUd WZZ6 'eo 'Oipul *u,l s6uno k fft-Lh 6 saaivas ou»aau?au3 auno), iOING. 0 7V101 ONO# I ONO. I 'yNO."N.010.110.N:)� O. ONO. 10'.0. ONO. ONO- XC I 0 0 IN YMI ONO, 0 0 0 • 0 •LLM ONO. ONOI 1 ONO.O. I0IN01 ONO. 10'NO. ONO. XC II 0 0 IN VM* ONO, 0 0 0 0 -..A ONO. ONO# �ONO.NO. ONO. ONO, .OINOI ONO. XC 0 O YN YM. ONO. 0 0 0 dl •dZ UO dl ONO* I OAq. I ONO,NO. ONO. NINO. IONO. ONo. XC 0 0 YN VM. ONO# 0 0 0 M 3SV7 XVI. ONO- ONO/ 'OINO•NO. ONO. ONO, ONO. ONO. XC 0 0 IN YM. ONO. 0 0 0 .•S: •NIRA ONO, I ONO. 7 10'NO.NO. ONO. ONO- ION 01 ONO, X( M. 0 0 VN VM. ONO. 0 0 Zl 691Z •XVVIA NMOOION NOD NMOOION ONO3I U0N7Hv:) V MOOIOM 80HO" MOOIOH J=1 31V1d 'S V IXIO X 'O 10 I'M III M ^^ ON Y .H I'M .I •31,111 "bis 11W11.Wlll OHd ON SNOIleO NMO OIOH Ills ON OVtlO 3IVNb3lIVj OOOAMId S1lvM vV3HS SIIVM UV3HS 66/OZ/6 Oleo AS paleln0leo JO5-'—/'ON 19914S ON Q0r 4919 -Z4£ -09L :xed 41Z6 -Z4£ -09L :auOUd WZZ6 'eo 'Oipul *u,l s6uno k fft-Lh 6 saaivas ou»aau?au3 auno), SIX11d1SIHNON spell Jea4S - (9) SIIVM NVBHS 66/OZ/6 ale(] AS paleinole(] lo�C -oN la94S 'ON qof 49L9-Zb£-09L :Xej 4LZ6-Z4£-09L :8uo4d LOZZ6 TO 'Oipul 41 -uj s6unoA M -L4 saa.waS awiaau!aug auno), IbNO. ONO. 11101 S6 W101 ONO,ONO, I ONO. 1 OND# GINO. WNO. ONO. .bNO. IbNO. I amo. OAq. we no 0 0 1 IN VMI I01N01 0 0 0 0 •Mn ONO. I ON01 I IbNO. ONO, ONO. .bAq. 010, ONO. ONO, YC In 0 0 IN YMI ONO. 0 0 0 0 ..1A ONO. I 100N01 I ONO. ibNO. .0110, .0110, iOINOI ONO. IOfAYO, %C In 0 0 YN VM. ONO# 0 0 0 d, •d2 NO dl ONO, IbNOI I ONO. ONO, ONO. ONO, ONO. ONO. 'OfNa, we 0 0 IN IN. ONO. 0 0 0 Al 3S1D YVA ,WNO. I ONO. .bNO. .0110. LUNO. ONO. &NO. ICYNO. OAq, YC St. 0 0 IN VM. ONO, 0 0 0 I,CI •HIAA ZZONVAH 1 ZZONVdN J .Zeiss 9OL111 OZB1S5 ZO... Weiss WON OO9 XZ C 1W 0 IN 1 091 GO SB 01 . OtSI .%VAA NMOOIpN NOJ I NMOOION pNOJ 1dON3mv 1100101 tlON7ML pN tlONDNV MOOIOH J=3 31V1d 'B V 1%IG % IO q 1lVM I 17YM 01. ON 11VM U K •3H11 dVNIS 11WIAM111 ONO SNOIIdO OH HMO OION OH NMOOIOH 1115 ON DVNO O1N0 31YN8311V I ODOAW S11VM HV3N5 31VNU311V OOOMAId SIMM tlV3N5 SIIVM NVBHS 66/OZ/6 ale(] AS paleinole(] lo�C -oN la94S 'ON qof 49L9-Zb£-09L :Xej 4LZ6-Z4£-09L :8uo4d LOZZ6 TO 'Oipul 41 -uj s6unoA M -L4 saa.waS awiaau!aug auno), IbNO. ONp1 11101 O W101 ONO,ONO, I ONO# I ON0/ 1 &NO. ONO. ONO. ONO. VA101 ONO/ &N.Of XC 0 1 0 NII YMI ONO. 0 0 0 LOS, •W. one. I ONO/ ONO, ONO, ONO# ONO, ONO. ON01 ONO, M 0 0 IN YMI .01101 0 0 0 0 •..A ONO. I ONO/ I ONO. .01101 ONO. OAq, ONO. ONO, ONO. XC mon 00 ONO. IN YMI ONO. 0 0 � 0 dl •dZ NO dl ONO. 1 OAki1 I ONO$ ,ONO. ONO. ONO, ONO. ONO. ONO# XC 0 0 INVM, I(YNO, 0 0 0 M 3SV3 kVA ONO. ON01 I 'bNO. ONO. OINO. OND, 10110. ONO. OfA1OS M us 0 0 1N VMI ONO. 0 0 0 81/t •HIAA ZZONVdN I VIONIS J KB1SS SUlin 1ZOISS GOHd OZBISS WON WK XZ C 006. Ztt YN V CSZ til O 01 CZ 1ZOZ •)cYnn NMOOION IONODINMO01ON ONOD 1 tlONDN1 NMOOION 80.0-1 MOOION UON3N1 INMOOIOH NOD NMOOIOH ONOD l tlONDNY NMOOIOH hoNDN1 MOOION MOHDNV O.1 3LV1d B V 1%q Y q q II1M I1VM nw QN 01. ON 11VM U •3Ml dVNLS J1W11PYlll IIW11n 111 ONd SNOIldO ON NMO 010H OH NMOOIOH 1115 ON OYtlO O1N0 31VNEI IW 000. d I SIIYM MV3HS 31VNU311V OOOMAId SIMM tlV3N5 SIIVM NVBHS 66/OZ/6 ale(] AS paleinole(] lo�C -oN la94S 'ON qof 49L9-Zb£-09L :Xej 4LZ6-Z4£-09L :8uo4d LOZZ6 TO 'Oipul 41 -uj s6unoA M -L4 saa.waS awiaau!aug auno), IbNO. 0: 11101 0, 11101 ONO,ONO, I ONO. ONO. ONO. 010. IbNO. ICY 0. ONO, Y[ an 0 0 IN ".1 ONO. 0 0 O 0 ••*A .bNO. I ONO, I ON01 010. IbNO, ONO. 10'N0, ON01 ONO. XC �bNO, 0 IN YM. ONO$ 0 0 0 0 •A •..A,&,0, .&NO. 1 ONO. I ONO, ONO. ONO, ONO, .bNO. IOINOI 0NO. we Mo 0 0 IN YMI .01NOI 0 0 0 dl •dZ MO dt ONO. I ONO. O'N0, .bNO. .01.01 ONO. .bNO, ONO. &NO. xC Mo 0 0 1N VMI ONO. 0 0 0 M •34YD %VY1 0101 ONO$ IbNO. &NO, .bNO. ONO. �(VNO. IOfNO# ONO. XC 0 0 IN VINO ONO, 0 0 0 LCr •NIAA IN 1 IN J VN IN IN IN IN IN IN kZ B 01' 0 IN Y 9Z OS 0 OZ 01 LZ WS -XV" A NMOOIOH NOD NMOOION ONOD 1 MONDN1 NMOOIOH UGHDNV MOOIOH UONJNV MOOION J+1 31V1tl B V IYq % q q 11VM 1lVM N^ V'V 0 V ON IIYM ZZ •3NIl dVtl1S NOD NMOOIOH ONOD l tlONDNY NMOOIOH hoNDN1 MOOION MOHDNV 1INium 11 0Nd ON SNOIldO NMO OION 31V1d BY IX 10 X IO 111S ON OVtlO — W 31VNd311V OOONNId S11VM yV3N5 ON IIVM IC •3111 dVtl1S SIIVM NVBHS 66/OZ/6 ale(] AS paleinole(] lo�C -oN la94S 'ON qof 49L9-Zb£-09L :Xej 4LZ6-Z4£-09L :8uo4d LOZZ6 TO 'Oipul 41 -uj s6unoA M -L4 saa.waS awiaau!aug auno), ONO. 0, 11101 .ONO. I IbNO. I ONO. ONO. 'bNO. UNC. OINO. OINO. .bNO. XC n.. 0 1 0 IN VIN, ONO. 0 0 0 0 •w. ONO, I ONO. 1 IOINO. ONO. �bNO, ONO. �o NO. ONO, ONO. YC ... 0 0 IN YINI ONO. 0 0 0 0 •••n &NO, 1 ONO. 1 .uNO. '0110. UNO. .ONO, 010. O.Q. .Colo, XC 0 0 1N 1IN1 ONO, 0 0 0 d, •dZ NO dl .bNO. I ONO. I 'bNO. 'bNO. &NO. ONO. 'ollo. �bNO. 'bNO. YC I 0 0 1N YINI .O'NO/ 0 O 0 M 3SVO %VA ONO, I 'bNO, , �0'N0. �o NO. ONO. ONO. ONO. �bNO, �bNC. XC 0 0 1N VM1 IOINO. 0 0 0 SZI, •NIHA ZZOIMdH I iZOWdN J 1ZB1SS BOZ111 OZBISS ZONd OUISS VZOM CLi XZ 906' a LCI,. 0 IN 1 16: 00 , Ol 01 Q Orb, •XVn A NMOOIOM NOD NMOOIOH ONOD l tlONDNY NMOOIOH hoNDN1 MOOION MOHDNV MO010,. D=_ 31V1d BY IX 10 X IO o 111M 11VM — W 0 ON IIVM IC •3111 dVtl1S IIW11n 111 0-O SNOIldO OH NMOOIOH 11.5 ON O1N0 31VNU311V OOOMAId SIMM tlV3N5 SIIVM NVBHS 66/OZ/6 ale(] AS paleinole(] lo�C -oN la94S 'ON qof 49L9-Zb£-09L :Xej 4LZ6-Z4£-09L :8uo4d LOZZ6 TO 'Oipul 41 -uj s6unoA M -L4 saa.waS awiaau!aug auno), IN N r- Young Engineering Services 47-159 Youngs Ln. Indio. Ca. 92201 Phone: 760-342-9214 - Fax: 760-342-6164 SHEAR WALLS Job No. Sheet No. of Calculated By Date 9/20/99 (8) - Shear Walls NORRISLAT.xls SHEAR WALLS I PLYWOOD ALTERNATE DRAG NO SILL NO SILL NO SILL HOLD OWN OPTIONS HO PHO LTTIMTTMTT HOLD OWN OPTIONS HO PMD STRAP LINE• S WALL NP N I 0 -.e WALL .TALL DI X 01%I AB PLATE T=C HOLDOWN ANCHOR HOLOOWN ANCHOR HOLDOWN ANCHOR L CONO HOLOOWN 4 CON HOLDOWN V MAX• 1567 71 0 0 IDNO -NIA 4A 0 0 2X IDN& ION;' ION;' ZONA' IDNIW -ONIV TO' -DO C I01p -DNq' V MIN- 671 0 0 0 -NIA - 0 0 OX .DIVq' ION& .ONO' IDN)O' .ONO .DIVO' IDNp I ONO I IONO. MA%CASE •V 0 0 0 .ONO IN/A w 0 02% I SON" IDNp -ONTO' •ONO' IDNp' IDNp IDNq' .CICO SONO I IDNp IP OR 20. to 0 0 C .ONO INIA 4A 0 0 U IDNq' 1010 SONq' IDN& Ima IDNp' -DNq' I IONO IDNp Vu• :21w 0 0 C -CIVO INIA 4A 0 0 ISSS ]X IDNp -ONO' ION;' .ONIO' ION& -ON;' .010 I DNp ION" Vw�• I4070 0 0 0 -01O -NM 0 0 ]X IDNp -ONO' IDNq -ONO' -ONO IDNq'. IDNp I -ONO I -ON& I SONp OSMB TOTAL 0 IONO' 0 0 OX IDNq' IDNp IDNq' -ONO' -ONO ION;' (8) - Shear Walls NORRISLAT.xls SHEAR WALLS I PLYWOOD ALTERNATE SHEAR WALLS PLYWOOD ALTERNATE ORAD NO SILL NO SILL NOLO OWN OPTIONS XO PMD HOLD OWN OPTIONS HO PMD LT7AATTMIT STRAP STRAP LINE• 20 WALL No N 0 �A WALL 'HALL a 01 X DTXI AB PLATE T•C HOLOOW ANCHOR HOLDOWN ANCHOR MOLOOWN MOLOOWN CON HOLDOWN V MAX• 0 0 0 0 .ONO MA NA 0 0 2X ION& #M" IDNp IDNp IDNp SONIO' IDNp IDNp V MIN• 0 0 0 0 SON& IWA NA 0 0 OX ION" IONAY ION" IDNq' IDNp IDNq' IDNp I SON" CASE 5 0 0 0 -DIV IWA NA 0 0 I U -ONO ION& ION& IDNq' SONO FCO"N. ION& IDNp I IDNp IP OR<• IP 0 '0 0 IONO IWA `Nw 0 0 2X IDNp IONO IDNp IDNq' ION" -ONO ION& SON1127 I -ONO vw 0 0 0 IDNp INIA VA 00I IWA MA ]X IDN" -ONO .ON" IDNq' IDNp IDNq' IDNd IDNq' I SONp OSMB 0 0 0O`Q -NIA NA 0 0 OX IDNq' IDNp IDNq' -ONO' -ONO ION;' IDIVV I ONO I -ONO TOTAL J Ima MP (8) - Shear Walls NORRISLAT.xls SHEAR WALLS PLYW000 ALTERIIATE SHEAR WALLS PLYWOOD ALTERNATE ORAD DRAG NO SILL HOLD OWN OPTIONS HO PHO HOLD OWN OPTIONS HO PMD LTTIM"M" STRAP STRAP LINE• ll WALL No 0 4e WALL HALL a a % 01X1 AB PUTS T•C NOL ANCHOR MOLDOw ANCHOR HOEDOWN ANCHOR COND HOIDOWN CON HOl00WN V MAX• 0 0 0 0 IDNp IWA NA 0 0 JX ION) ION" IDNq' IDN" ION& -ON" IDNp C IDNO I ION" V MIN• 0 0 0 0 IDNp INIA NA 0 0 U IDNp -ON& IDNp #DN;! SONO' IDNp ION) 1 -DNP I IDNp MAX CASE 5 0 0 0 Iwo SIVA NA 0 0 2X -DIVO ION& •DNP ION& IDNp ION) SONO I SOIV& I #ONO IP OR 2P• IP 0 0 0 IDNp SIVA NA 0 0 OX SON& 'ONO IONO IDNp #ONO SON& IDN" I IMMAW I -ONO vw 0 0 0 0 SONO IWA MA 0 0 ]X SONO SONO SDN" #ON& IDNp SONO ION" I IDNp I SONp VMI 0 0 0 0 Smv IIVA NA 0 0 ]% IONO SONO #ONO SON& SONO IDN& IDNp I IDNp I -ONO TOTAL TOTAL I IDNq' MP (8) - Shear Walls NORRISLAT.xls SHEAR WALLS PLYW000 ALTERIIATE ORAD HOLD OWN OPTIONS HO PHO LTT/MTTMTT STRAP LINE- 32 WALL No V9 WALL '•VALE 01 IN % DIXI T=C HOLDOWN ANCHOR HOLDOW ANCHOR HOLDOWN ANCHORLCOND HOLDOWN CON HOLOOWN V MAX• 0 0 0 SCNp •NIA 4A 0 0 IDNq' IpNq' -pNq' IDNq' IDNp IDNq' IDNq' C IDNp -DNq' V MIN• 0 0 0 0 'wo. INIA •.A 0 0 1...3X IONO 101;' /ONO' SON& -ONO IONO, .ONO IDNp I •ONO'CASE S 0 0 0 IDNp •NIA v.A 0 0 •DNq' -ONO IDNq' -ONO' -ONO ID1101 -CND' /ONO IONO' IP OR 2P• 0 0 0 -ONO IWA w 0 0 .DNO .ONO -ONO' IONO' -ONO IDNq! -DNq' I IDNp I IDNq' 0 0 0 0 IDNp IWA NA 0 0 .ONOI. IDNp SONO IDNq' IDNp SON10! .ONO IDNp I IDNp 00 0 0 IDNp IWA 4ll 0 0 .ONO IDN" SDN" IDN" IDNp D.M..IONO I .DIVd 1 .ONO TOTAL 0 IDNq' (8) - Shear Walls NORRISLAT.xls �"� . O xc . - '� /s. • � I •. � � �/s z • oZ 3-14 �� S ZZ S "ZZ 54, ED 0 a�eQ h9 p��I�aN� fi9 p-ajnln-�,ln-) 40 b i 'ON 100HS 'ON qof ILb-ZirG (09L):Guoyd 10=2 yv ,olpul aucq c6uno;, ca�liuos 6uijaoulBu3 6upo;� Young Engineering 5arvice5 Job No. 41-139 Youngs Lane Sheet No. 170 Of Indio, CA Calculated By Date 92201 Checked By Date Phone:(`760) 342-9214 M� ��o��T.►amu 7-a. 7---'Xl k lj(4 w I3i� ,c ill ri is � �s ►,� . 1 sti�l' IoA �/G .�...t � ¢c --acs• �.... RISA -2D (R) Version 4.01 Cal West Engineering Job : 99-1401-03 81-159 Durango Drive Page:, -1 Indio, CA 92201 Date: File: NORRISI NORRIS RESIDENCE FRAME ALONG LINE 9, AREA 3 Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 2 Yes 0.500 ----------------- Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ---------------- ft ------------- ft ---------- OF ---------------------------- 1 0.000 0.000 0.00 2 0.000 13.500 0.00 3 20.500 13.500 0.00 4 20.500 0.000 0.00 Boundary Conditions Joint------- Translation -----+ No X Y Rotation ------------ K/in-------- K /in------K-ft/rad---------------------------------- 1 Reaction Reaction Reaction 4 Reaction Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 105°F ---- K/ft3------- Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in -2 ---------------- in^4---------- in^4-------- 1 W10X45 STL 13.30 1.2 1.2 53.40 248.00 2 W10X45 STL 13.30 1.2 1.2 53.40 248.00 3 W10X45 STL 13.30 1.2 1.2 53.40 248.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J .900 Set' I:AVM J:AVM I -End J -End Label y Length ---------------------------- I 1 2. 1 13.50 2 2 3 1 20.50 3 3. .4 1 13.50 RISA -2D (R) Version 4.01 Cal West Engineering 81-159 Durango Drive Indio, CA 92201 NORRIS RESIDENCE FRAME ALONG LINE 9, AREA 3 Job : 99-1401-03 Page: r" - Date: File: NORRISI AFSC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i -------------=-ft------ft------ft------ft----------------------------------- 1 1 13.50 2 1 20.50 3 1 13.50 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 DL. 1 2 LL 1 3 LAT 1 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 DL 1.0000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 LL 1.0000 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a'Displacement? (X,Y,Mz) Magnitude --------------- --------------------------------------- K,K-ft,in, rad --------- 3 L X -8.225 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft`,F---------- K/ft,F----------- ft or o ------- ft or a --- DL Y -0.360 -0.360 0.000 20.500 LL Y -0.365 -0.365 0.000 20.500 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 DL 1 1 Y 2 LL, 2- 1 Y 3 DL+LL 1 1 2 1 Y 4 DL+LL+LAT 1 1 2 1 3 1 Y Y RISA -2D (R) Version 4.01 Cal West Engineering 81-159 Durango Drive Indio, CA 92201 NORRIS RESIDENCE FRAME ALONG LINE 9, AREA 3 Dynamics Input: Number of Modes............ 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec^2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ Job : 99-1401-03 Page:, -i2 j J Date: File: NORRISI Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht 01 -------------in---------------------=--------------------------------------- No Stories Defined... Envelope Reactions X lc Y lc Rotation lc ------=-----in----------------in--------------- rad-------------------------- lU 0.000 1 0.000 1 0.00000 4 L 0.000 4 0.000 4 0.00000 1 2U 0.001 3 -0.002 1 0.00020 4 L -0.348 4 -0.004 4 -0.00136 3 3U 0.000 1 -0.002 1 0.00295 4 L -0.352 4 -0.003 3 0.00068 1 4U 0.000 3 0.000 1 0.00000 4 L 0.000 4 0.000 3 0.00000 3 Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht 01 -------------in---------------------=--------------------------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces ---------------+ X lc Y lc Moment lc ------------ K----------------- K---------------- K-ft ------------------------- lU 6.13 4 9.57 4 -4.29 1 .L 1.01 1 3.69 1 -42.11 4 4U 2.10 4 7.43 3 8.64 3 L -2.03 3 3.69 1 -25.05 4 Tot:9U 8.23 4 14.86 3 L 0.00 1 7.38 1 Envelope Section Forces Section Memb Axial lc Shear lc Moment lc ----------------- K ------------------ K ----------------- K -ft ------------------ 1 1 U 9.57 4 -1.01 1 -4.29 1 L 3.7 1 -6.1 4 -42.1 4 2 U 9.57 4 -1.01 1 40.64 4 L 3.7 1 -6.1 4 9.3 1 ---------------------------------------------------------------------------- 2 1 U 6.13 4 9.57 4 40.64 4 L 1 1 3.7 1 9.3 1 w RISA -2D (R) Version 4.01 Cal West Engineering 81-159 Durango Drive Indio, CA 92201 NORRIS RESIDENCE FRAME ALONG LINE 9, AREA 3 Job : 99-1401-03 Page. Date: File: NORRISI Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc ----------------- K ------------------ K ----------------- K -ft ------------------ 2 U 6.13 4 -3.69 1 18.74 3 L 1 1 -7.4 3 -3.2 4 ---------------------------------------------------------------------------- 3 1 U .7.43 3 2.03 3 18.74 3 L 3.7 1 -2.1:4 -3.2 4 2 U 7.43 3 2.03 3 25.05 4 L ----------------------- 3.7 1 7---------------------------------------------------- -2.1 4 -8.6 3 _______________________< Envelope Secrion Stresses Section Memb y Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi -------------- Ksi -------------- Ksi-------- 1 1 U .72 4 -.34 1 10.3 4 -1.05 1 L .28 1 -2.1 4 1 1 -10.29 4 2 U .72 4 -.34 1 -2.3 1 9.93 4 L .28 1 -2.1 4 -9.9 4 2.27 1 ------=--------------------------------------------------------------------- 2 1 U .46 4. .3.2 4 -2.3 1 9.93 4 L 0 2 U .46 4 -1.3 1 .79 4 4.58 3 L 0 -------------------------------------- 3 1 U .56 3 --------------------------------------- .69 3 .79 4 4.58 3 L .. 28 1 -.71 4 -4.6 3 -0.79 4 2'U .56 3 .69 3 2.1 3 6.12 4 L ----------------------7----------------------------------------------------- .28 1 -.71 4 -6.1 4 -2.11 3 Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0 L 0 2 U 0 L 0 -------------=-------------------------------------------------------------- 2 1 U 0 L -.35 4 0 2 U 0 L -.35 4 0 ---------------------------------------------------------------------------- 3 1 U 0 L 0 RISA -2D (R) Version 4.01 Cal West Engineering Job : 99-1401-03 81-159 Durango Drive Page: Indio, CA 92201 Date: File: NORRIS1 NORRIS RESIDENCE FRAME ALONG LINE 9, AREA 3 Envelope Section Deflections Section Memb I x lc y lc L/n lc ----------------in----------------in---------------------------------------- 2 U 0 L 0 --------------------------------'-------------------------------------------- _______________________< Envelope RISC Unity Checks Unity Loc Shear Loc ASD Memb Chk 1c Chk lc Fa Fb Cb Cm Eqn. ------------------------------------ Ksi------- Ksi--------------------------- 1 0.382 1 4 0.108 1 4 20.34 28.79 1.00 0.21 H1-2 2 0.361 1 4 0.175 2 3 13.17 28.79 1.00 0.85 H1-2 3 0.238 1 3 0.048 1 3 15.26 21.60 1.00 0.42 H1-2 Envelope NDS Unity Checks Unity Loc Shear Loc Memb Chk lc Chk lc Fc' Ft' Fb' Fv' CL CP Eqn -------------------------------- Ksi---- Ksi---- Ksi---- Ksi-------------------- ___________________< Redesign Shapes, Envelope Solution Section Suggested' Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, Envelope Solution Section Database Total Total Set Shape Length Weight ------------------------ 1 W10X45 47.50 2.15 2 W10X45 0.00 0.00 3 W10X45 0.00 0.00 Total Wts:. 2.15 Beam Connection to Column Flanae4 Column: W10X45 - A36 Left Side Beam: W10X45 - A36 Moment: 94.8 k -ft Shear: 9.6 kips Axial Force: 9.6 kips ---'...... All Welds Are E70XX Left Side Beam - W10X45 Moment Connection With Directly Welded Flanges: Weld Capacity Flange Force, Ff: = P/2 + 12'M/(d-tf) = 9.6/2) + 12 -94.8/ (10.1 - 0.62) = 124.7 kips Full Penetration Weld Capacity = 0.6-Fy-b-t =0.6.36.8.02.0.62 = 107.4 < 124.7 kips NGS (This may still be acceptable. Check beam strength v.s. moment) Left Side Beam - W10X45 Shear Connection Using One Plate: . Plate: 6.5 in. X 3.5 in. X 0.375 in. Plate Material: A36 Beam Setback: 0.5 in. Bolts: (2) 1 "0 A325 -N -STD Bolt Holes on Beam Web: 1.0625 in. Vert. X 1.0625 in. Horiz. Bolt Holes on Plate: 1.0625 in. Vert. X 1.0625 in. Horiz. Weld: 1/4 E70XX Fillet Welds Loading: Vertical Shear, V = 9.6 kips Axial Load, H = 0 kips Resultant. R = Sgrt(V^2 + H^2) = Sgrt(9.6^2 + 0^2) = 9.6 kips = d-tw-0.4-Fy =10.1'0.35'0.4'36 = 50.9 kips Beam Shear Capacity = Min(Vn,Vg) = 48.6 > 9.6 kips OK Plate Shear Capacity: h/t = 17.33 < 380/sgr(Fy) Fv = 14.4 Gross Area, Ag = L -t =6.5.0.375=2.44 in^2 Shear Capacity = Npl-Ag-Fv = 1 ' 2.44 - 14.4 =35.1>9.6OK Net Area, An = (L - nL- dh)-t _ (6.5 - 2 ' 1.0625) - 0.375 = 1.64 in^2 Shear Capacity = Npl-An-0.5-Fu = 1 - 1.64 - 0.5 - 58 =47.6>9.6OK Bending Stress in Plate: (Assume inflection point at midpoint between weld line and first bolt line) Moment of Inertia. I = VW3 - n'd^3)/12 - t -d -n-((1/2 - e)^2 - (1/2 - e) -s -(n - 1) + s^2 -(n - 1)-(2-n - 1)/6) = 0.375 - (6.5^3 - 2 - 1.0625^3)/12 - 0.375 - 1.0625 ' 2 - ((6.5/2 - 1.75)^2 1)/6) -(6.5/2-1.75)-3-(2-1)+3^2-(2-1)-(2.2- = 6.714 in^4 Plate Moment, m = V - (ec+lh)/2 =9.6'(0.5+1.5)/2 = 9.6 k -in. Bending Stress = m - 1/ (2 - 1) = 9.6 -6.5/(2.6.71) = 4.63 < 0.6-Fy = 21.6 ksi OK Bolt Bearing on Plate: Allow. Bearing Stress Using Bolt Edge Dist. = Fbe ' Check Bolt Spacing and Edge Distance: = Fu (e - i)/(2 - d)= 58 ' ( 1.75 - 0)/(2 - 1) Spacing,s = 3 > Minimum Spacing =2.6667 in. OK = 50.75 ksi < 1.2 -Fu = 69.6 ksi Distance to Horiz. Edge of PL, ev: Allow. Bearing Stress Using Bolt Spacing = Fbs = 1.75 > 1.75 in. OK = 1.2'Fu = 69.6ksi Capacity = nL - (Fbe + Fbs - (nR - 1)) ' d - t - Npl - of Bolt Capacity: = 1 • (50.75 + 69.6 - (2 - 1)) - 1 - 0.375 - 1 - 0.817 = 36.9 > 9.6 kips OK Shear Capacity of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 2 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 1 in. C = 1.63 Capacity = NpI-C-Fv = 1 - 1.63 - 16.5 = 26.9 > 9.6 kips OK Beam Shear Capacity: Net Shear Capacity, Vn _ (d - n-dh)-tw-0.3-Fu =(10.1 -2'1.0625)-0.35-.3'58 48.6 kips Gross Shear Capacity, Vg Bolt Bearing on Beam Web: Allow. Bearing Stress Using Bolt Spacing = Fbs = 1.2 -Fu = 69.6ksi Capacity= nL - Fbs - nR *d - t - of =1 -69.6.2.1 -0.35.0.817 = 39.8 > 9.6 kips OK Weld Capacity: Weld Size, w = 1/4 > Minimum Weld, 1/4 OK Weld Strength = 2.0.2121 -E -w =2'0.2121.70'0.25 = 7.42 k/in Weld Stress: From Vertical Shear, fv =V/L=9.6/6.5 = 1.47 k/in From Bending Moment, fb 4, = 6'V'(ec + Ih)/(2'L62) = 6'9.6 ' (0.5 + 1.5) / (2 ' 6.562) 1.36 k/in Resultant Stress = Sgrt(fv^2 + fb^2) = Sgrt(1.47^2 + 1.36^2) = 2 < 7.42 k/in OK Column Web Shear Reinforcement - Using'AISC Method - Column Shear From Left Side Beam: V1 L = 12'(MswL + MgL)/(0.95'd) = 12'(94.8 + 0) / (.95 ' 10.1) = 118.5 kips V2L = 12'(-MswL + MgL)/(0.95'd) = 12'(-94.8 + 0) / (.95 ' 10.1) _ (-118.5) kips Column Web Shear, V = Max(I(V1L+V1R-Vc)I,I(V2L+V2R+Vc)l) Max(AbsO 18.5 + 0 - 6. 1), Abs(( -1 18.5) + 0 + 6.1)) = 112.4 kips Required Thickness to Resist V, tmin: = V/(0.4'Fy'dc) =112.4/(0.4'36'10.1) = 0.773 in. tmin = 0.773 > twc = 0.35 in. Doubler Plate Required Minimum Doubler Plate Thickness = (tmin - twc)'Fyc /Fyp _ (0.773 - 0.35) ' 36 / 36 = 0.423 in. Doubler Plate Thickness Provided = 2'td = 2'0.25 in. = 0.5 > 0.423 in. OK Shear Force Transmitted to Each Plate: Vp = V•tp/(2'tp + twc) ' = 112.4'0.25/(2'0.25+0.35) = 33.05 kips Weld to Column Web: 3/16 in. Minimum Weld Size = 3/16 < 3/16 in. OK Maximum Weld Size = 3/16 > 3/16 in. OK Weld to Column Flanae: 1/4 in. Minimum Weld Size = 1/4 < 1/4 in. OK Weld Strength = 0.2121'w'E'I =0.2121'0.25'70'10.1 = 37.5 > 33 kips OK Doubler plate thickness is less then column fillet, use equivalent groove weld. Plug Welds: Column Web h/t = 8.86 / 0.35 = 25.31 < 380/Sgrt(36) = 63.33 Plate h/t = 8.86 / 0.25 = 35.44 < 380/Sgrt(36) = 63.33 Pluq welds not required Column Web Stiffeners: Beam from Left: Local Flanae Bendin LPfb = Fyc'ffc^2/0.16 = 36 ' 0.62^2/0.16 = 86.5 kips Local Yielding of Column Web: LPpt = Fyc'twc'(tp + 5'kc) = 36 ' 0.35 ' (0.62 + 5' 1.25) = 86.6 kips Stiffener Design Force: LPbf= C'12'M/d = 1.67 ' 12 ' 94.8/9.48 = 200.3 kips Pfb = Min(RPfb. LPfb) = Min(86.5. 86.5) = 86.5 kips Ppt = Min(RPpt, LPpt) = Min(86.6, 86.6) = 86.6 kips Pbf = Max(RPbf, LPbf) = Max(0, 200.3) = 200.3 kips Column Web Buckling: Pwb = 4100'twc^3'Sgrt(Fyc)/(dc - 2'kc) = 4100 ' 0.35^3 ' Sgr(36) / (10.1 - 2 ' 1.25) = 138.8 kips Pbf > Pfb Pbf > Ppt Stiffeners Opposit Tension Flange Required Pbf > Ppt Pbf > Pwb Stiffeners Opposit Compression Flange Required Stiffener Force Fst= Max((Pbf-Ppt),(Pbf-Pfb),(Pbf- Pwb)) = Max(113.7, 113.8, 61.5) = 113.8 kips Minimum Stiffener Area = Fst/Fy = 113.8/36 = 3.16 in^2 Use 4PL 8.81 in. X 3.25 in. X 0.625 in. Stiffener Thickness = 0.625 > tmin = 0.62/2 in. OK Stiffener Width = 3.25 > Min. Width = 8.02/3 - 0.5'0.35 = 2.5 in. OK Stiffener Width = 3.25 < Max. Width =.5 ' (8.02 - 0.35) = 3.75 in. OK Stiffener Width/Thickness Ratio = 5.2 < 95/Sgrt(36) = 15.83 OK Stiffener Area = 1.64 > 1.58 in^2 OK Stiffener to Col. Flange Weld: 1/2 in Minimum Weld = 0.25 < 0.5 in. OK Weld Capacity = 4'(W - f)'0.2121'E'wf`C =4•(3.25-0.63)•0.2121'70'0.5'1.67 = 129.9 > 113.8 kips OK Stiffener to Col. Web Weld: 1/4 in. Minimum Weld= 0.25 < 0.25 in. OK cage -2 - Weld Capacity = 4*(L - h)'0.212 1 -E-ww-C 4'(8.81 - 1.26) * 0.2121 * 70 * 0.25 * 1.67 187.3 > 113.8 kips OK L 's Ydung'Englneering Services Job No. 41-139 Youngs Lane Sheet No. ^? Of Indio, CA COlculated By Date 42201 Checked By Date Phone:(`760) 342-9214 . . . . . . . . . . . . . . . . G. �1s�. P1ov�l t1 -r �ZZ 3' 4. Z . II. . ,. . . . . . . PL 8.8125"X 3.25"X.625"(TYP. 4) - A36 Plate to Flange Weld: 1112" Double Fillet Plate to Web Weld: 1/4" Double Fillet Note: All Welds E70XX See calculation report for items that may be unsatisfactory. TYP 1/4 3'* 1/4 3" 612" 28olls 1"0 A325 -N -STD 2PL 10,1"X8.860001 -X 25--A36 WIOX45 - A36 Plate to Flange Weld: Full Penetration Plate to Web Weld: 3116" WIOX45 Scale: 1/2" = V Title : Job # Dsgnr: Date: Description Scope Steel Column Base Plate Page 1 General Information Description FRAME ALONG LINE 9, AREA 3 Axial Load 9.60 k Steel Section W10x45 X -X Axis Moment 42.11 k -ft Section Depth 10.120 in Section Width 8.022 in Plate Height 16.000 in Flange Thick 0.618 in Plate Width 13.000 in _ Web Thick 0.350 in Pier Height 0.000 in Anchor Bolt Data Pier Width 0.000 in Dist. from Plate Edge 2.000 in fc 2,500.0 psi Bolt Count per Side 3 Fy 36.00 ksi Tension Capacity 12.120 k LDF 1.330 Bolt Area 0.606 int Summa Plate Design Allow Concrete Bearing Min. Req'd Plate Thick 0.936 in Per ACI 10.15 0.0 psi Analysis Type 1 Per AISC J9 0.0 psi Tension Force per Bolt 11.371 k Plate Analysis for Specified Thickness Bearing Stress 1,149.62 psi Plate Thickness 1.0000 in Max Plate Capacity for Max Allow Plate Fb 35,910.0 psi Allow. Bearing 0.00k Actual fb 24,816.7 psi (c) 1983-97 ENERCALC KW -0601715, V5.0.1, 15 -Mar -1997 ( YOUNG ENGINEERING SERVICES Title: Job # 47-159 YOUNGS LANE Dsgnr: Date: 2:15PM. 28 SEP 99 INDIO, CA 92201 Description Scope: Rev: 510002 Page 1 User. NW -0601715. ver 5.1.2. 13 -Jun -1999. Wn32 General Footing Analysis & Design (c) 1983-99 ENERCALC Description FRAME ALONG LINE 9 AREA 3 General Information 18.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 6.500 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 6.500 It Seismic Zone 4 Footing Thickness 18.00 in Overburden Weight 110.00 psf Col Dim. Along X -X Axis 0.00 in Live & Short Term Combined Shear Stresses.... Col Dim. Along Y -Y Axis 0.00 in fc 2,500.0 psi 0.000 in 1 -Way Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.00 in Loads Applied Vertical Load... Dead Load 4.800 k ...ecc along X -X Axis 0.000 in Live Load 4.800 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Creates Rotation about Y -Y Axis (pressures @ left & right) . k -ft k -ft 42.110 k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k + k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 6.50ft x 6.50ft Footing, 18.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high ACI 9-2 ACI 9-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 554.7 1,654.1 psf Max Mu 6.914 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.252 int per ft 'X Ecc, of Resultant 0.000 in 21.561 in Shear Stresses.... Vu Vn ' Phi "Y' Ecc, of Resultant 0.000 in 0.000 in 1 -Way 15.141 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 15.859 170.000 psi Y -Y Min. Stability Ratio 1.809 Vu @ Bottom 3.97 psi 3.59 psi Footinq Desiqn Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn ' Phi Two -Way Shear 15.86 psi 15.04 psi 7.73 psi 170.00 psi One -Way Shears... Vu @ Left 3.97 psi 15.14 psi 11.00 psi 85.00 psi Vu @ Right 3.97 psi -5.09 psi -5.09 psi 85.00 psi Vu @ Top 3.97 psi 3.59 psi 1.81 psi 85.00 psi Vu @ Bottom 3.97 psi 3.59 psi 1.81 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 1.86 k -ft -2.30 k -ft -2.33 k -ft 11.5 psi -0.25 int per ft Mu @ Right 1.86 k -ft 6.91 k -ft 5.00 k -ft 34.1 psi 0.25 int per it Mu @ Top 1.86 k -ft 1.68 k -ft 0.84 k -ft 9.2 psi 0.25 in2 per it Mu @ Bottom 1.86 k -ft 1.68 k -ft 0.84 k -ft 9.2 psi 0.25 in2 per it ' 7 YOUNG ENGINEERING SERVICES Title: 47-159 YOUNGS LANE Dsgnr: INDIO, CA 92201 Description : Job # Date: 2:15PM, 28 SEP 99 Scope am-s1000z �---"------.-._... .----------•- -- —-----�— ------- ---- Page 2 User: 510.0801715. Ver 5.1 Z. 13 -Jun -1999. ~32General Footing Analysis & Design )c) 1983-99 ENERCALC Description FRAME ALONG LINE 9 AREA 3 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 554.72 554.72 554.72 554.72 psf DL + LL + ST 0.00 1,654.06 554.72 554.72 psf Factored Load Soil Pressures ACI Eq. 9-1 810.69 810.69 810.69 810.69 psf ACI Eq. 9-2 0.00 2,315.69 776.61 776.61 psf ACI Eq. 9-3 0.00 1,841.42 617.55 617.55 psf ACI Factors (per ACI, applied internally to entered loads) 1 ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL •1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.400 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ' : 1.100 .. Young Engineering Services Job No. 41-1541 Younge Lane Sheet No. �Of Indio, GA Golculated By Date 92201 Checked By _ Date _ Phones (`760) 34�-C;214 G�.�-r ._G ✓�E:�� `7 F . . . I•s' L� ,.►-rI UT IE-7� lac; ae-^ ►1 5 S''i' ��vrihi� . . 6.5�Zz " Z•5 . . . . . . . . aj- . i��D " Z,s ' 1��# /Z ' . �Z��o plc.. caw.-��i . . . . . . �y u, _ . 4•s' . . . . . 0., ,oas �-yZ Young Engineering Servfcm Job No. 4'1-159 Younge Lane Shect No. __. �S Of _ Indio, GA Calculated By Date 92201 Checked By Date _ Phone : (760) 342-9214 �., til --r L _. . Coi�w•�_; .'z fT --Init I f I I 7 K �I n :�.VX47' IT;kV ' YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510002 Steel Column Page t UseRm KW -0801715. Ver 5.1 Z. 17•Jun•1999. Win32 (1) 1983•99 ENERCALC d:\ec\norns.ecw:Ca1cu1ati0nS Description CANTILEVERED COLUMN AT AREA 3, LINE12 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W1 6X40 Fy 36.00 ksi X -X Sidesway : Sway Allowed : Allow [F1-7] & [F1-8] Duration Factor 1.330, Y -Y Sidesway : Sway Allowed Column Height 13.500 ft Elastic Modulus 29,000.00 ksi 0.00 ksi 0.00 ksi End Fixity ' Fix -Free X -X Unbraced 13.500 ft Kxx 2.100 Live & Short Term Loads Combined Y -Y Unbraced 13.500 ft Kyy 1.000 Loads Axial Load... Dead Load 6.02 k Ecc. for X -X Axis Moments in Live Load 4.88 k Ecc. for Y -Y Axis Moments in Short Term Load • k Point lateral Loads... - DL. LL ST Height Along Y -Y (strong axis moments) 7.240 k 13.500 It Along X -X (y moments ) k ft Section : W16X40, Height = 13.50ft, Axial Loads: DL = Unbraced Lengths: X -X = 13.5011, Y -Y = 13.50ft Combined Stress Ratios Dead AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0407 Column Design OK 6.02. LL = 4.88, ST = 0.00k, Ecc. = 0.000in Live 0.0330 DL + LL DL + ST + (LL if Chosen) 0.0737 0.8437 XX Axis : Fa calc'd per 1.5-1, K'Ur < Cc YY Axis : Fa calc'd per 1.5-1, K*Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 12.53 ksi 12.53 ksi 12.53 ksi 16.66 ksi fa : Actual 0.51 ksi 0.41 ksi 0.92 ksi 0.92 ksi Fb:xx : Allow (F1-6) 17.29 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 22.99 ksi F'ey : DL+LL fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 18.13 ksi Fb:yy : Allow [F1-6] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow (F1-7] & [F1-8] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Max X -X Axis Deflection fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values 1 F'ex : DL+LL 56,641 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 13,936 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 75,332 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 18,535 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.683 in at 13.500 ft Max Y -Y Axis Deflection 0.000 in at 0.00011 YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 7 760-342-9214 Rev: 510002 --- — ---------�--- Page 2 User: KW -0801715. Ver 5.12. 13 -Jun -1999,~32 Steel Column Ic, 1983-99 ENERCAIC d: leclnorns.ecw:CalcuIation s Description CANTILEVERED COLUMN AT AREA 3, LINE12 Section Properties W16X40 Depth 16.01 in Weight 40.08 #Ift I-xx 518.00 in4 Width 6.995 in Area 11.80 int I-yy 28.90 in4 Web Thick 0.305 in Rt 1.820 in S-xx 64.710 in3 Flange Thickness 0.505 in S-yy 8.263 in3 r-xx 6.626 in r-yy 1.565 in '. YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev:510002 ---— `----_--- _- USer: KW.0801715. Ver 5.1 2. 13•J-1999. Win32 • (c) 198399 ENERCALC Title: NORRIS RESIDENCE Dsgnr: JWT Description : SFD Scope Pole Embedment in Soil Description CANTILEVERED COLUMNS AT AREA..3, ALONG LINE 12 General Information Date: Job # 99-1401-03 --- Page —1 Allow Passive 300.00 pcf Applied Loads... ------- - ---- - Max Passive 1,500.00 psf Point Load 7,238.00 lbs Load duration factor 1.330 distance from base 13.500 ft Pole is Rectangular Width 48.000 in R Distributed Load 0.00 #/ft Restrained @ Surface, distance to top 0.000 ft distance to bottom 0.000 ft Summary Moments @ Surface... Point load 97,713.00 ft-# Total Moment 97,713.00 ft-# 1 Distributed load 0.00 Total Lateral 7,238.00 lbs . Without Surface Restraint... With Surface Restraint... Required Depth 0.000 ft Req'd Depth 6.075 ft Press @ 1/3 Embed... Pressure @ Base... Actual 0.00 psf Actual Allowable 0.00 psf Allowable Surface Restraint Force 1 %UNG ENGIN'E'ERING SERVICES . Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope : -39 760-342-9214 Rev: 510002 Page 1 User: KW -0601715. Ver 5.12.11Jun-1999.Win32 General Footing Analysis & Design (c) 186190 ENERCALC dAeclnorns.ecw:Calculations Description CANTILEVERED COLUMN AT AREA 3, LINE 12 - ERECTION PAD General Information DL+LL Calculations are designed to ACI 318-95 and 1997 UBC Requirements mmmmi Allowable Soil Bearing 1,500.0 psf Dimensions... 'X Ecc, of Resultant Short Term Increase 1.330 Width along X -X Axis 4.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 4.000 ft Seismic Zone 4 Footing Thickness 12.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 16.00 in Live 8r Short Term Combined 5.14 psi Col Dim. Along Y -Y Axis 7.00 in fc 2,500.0 psi 8.01 psi 7.50 psi Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.00 in Loads Applied Vertical Load... Dead Load 11.160 k ...ecc along X -X Axis 0.000 in Live Load 5.090 k ...ecc along Y -Y Axis 0.000 in ShortTerm Load k Applied Moments... Dead Load Live Load Shwt Term Applied Shears... Dead Load Live Load Sham Term I Summary I Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k 4.00ft x 4.00ft Footing, 12.Oin Thick, w/ Column Support 16.00 x 7.00in x O.Oin high Footing DL+LL+ST DL+LL Max Soil Pressure 1,160.6 Allowable 1,500.0 'X Ecc, of Resultant 0.000 in "Y' Ecc, 01 Resultant 0.000 in X -X Min. Stability Ratio No Overturning Y -Y Min. Stability Ratio No Overturning Footing DL+LL+ST ACI 9-1 1,160.6 psf Max Mu 1,995.0 psf Required Steel Area 0.000 in Two -Way Shear 0.000 in Shear Stresses.... 17.47 psi 1 -Way 1.500 :1 2 -Way Footing Design OK Actual Allowable + 2.214 k -ft per ft 0.151 int per ft ` Vu Vn ' Phi 13.369 85.000 psi 27.152 170.000 psi Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn ' Phi Two -Way Shear 27.15 psi 25.44 psi 17.47 psi 170.00 psi One -Way Shears... Vu @ Left 8.01 psi 7.50 psi 5.14 psi 85.00 psi Vu @ Right 8.01 psi 7.50 psi 5.14 psi 85.00 psi Vu @ Top 13.37 psi 12.53 psi 8.60 psi 85.00 psi Vu @ Bottom 13.37 psi 12.53 psi 8.60 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 1.35k -ft 1.26 k -ft 0.87 k -ft 18.5 psi 0.15 in2 per ft Mu @ Right 1.35 k -ft 1.26 k -ft 0.87 k -ft 18.5 psi 0.15 in2 per ft Mu @ Top 2.21 k -ft 2.07 k -ft 1.42 k -ft 30.4 psi 0.15 in2 per ft Mu @ Bottom 2.21 k -ft . 2.07 k -ft 1.42 k -ft 30.4 psi 0.15 in2 per ft 4 'YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JVVT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope : q 760-342-9214 -Wier s,000z--------------•- -- ---------_.... --- Page 2 1g User: KW.0901715•Ver 5.1.2. 13 -Jun -1999. ~32 General Footing Analysis & Design 101 1983-99 ENERCALC �+ d:tec\noms.ecw:CalcU1ations A Description CANTILEVERED COLUMN AT AREA 3, LINE 12 - ERECTION PAD Soil Pressure Summary I Service Load Soil Pressures Left Right Top Bottom DL + LL 1,160.62 1,160.62 1,160.62 1,160.62 psf DL+LL+ST 1,160.62 1,160.62 1,160.62 1,160.62 psf Factored Load Soil Pressures ACI Eq. 9-1 1,720.31 1,720.31 1,720.31 1,720.31 psf ACI Eq. 9-2 1,624.87 1,624.87 1,624.87 1,624.87 psf ACI Eq. 9-3 1,179.50 1,179.50 1,179.50 1,179.50 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.400 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 w 1 YOUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: DL+LL Description : SFD 47-159 YOUNGS LANE Actual INDIO, CALIFORNIA .92 201 Scope 9� 760-342-9214 _ Rev: 510002 User. KW.0601715. Ver 512. 11JunIM. Wu132 Page 1 General Footing Analysis & Design d,\ eclnorns.ecmCalculat(ons (c) 1983-99 ENERCALC 1.500.0 Description PAD FOOTING FOR CANT. COLUMN AND MOMENT FRAME COLUMN General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 10.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 10.000 ft Seismic Zone' 4 Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 16.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 7.00 in fc 2,500.0 psi Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.00 in Loads Y -Y Min. Stability Ratio Applied Vertical Load... 85.00 psi Dead Load 5.820 k ...ecc along X -X Axis 0.000 in Live Load 6.250 k ...ecc along Y -Y Axis 0.000 in Short Term Load k 85.00 psi Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Tenn k -ft 97.700 k -ft Moments Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Summary Footing Design OK 10.00ft x 10.00ft Footing, 18.Oin Thick, vv/ Column Support 16.00 x 7.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 338.2 1,068.0 psf Max Mu 9.304 k -ft per ft Allowable 1.500.0 1,995.0 psf Required Steel Area 5.58 psi 0.252 int per ft "X Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi "Y' Ecc, of Resultant 0.000 in 34.666 in 1-WaY - 15.818 85.000 psi X -X Min. Stability Ratio 1.731 1.500 :1 2 -Way 11.338 170.000 psi Y -Y Min. Stability Ratio No Overturning 85.00 psi Vu @ Top Footing Design Shear Forces ACI 9-1 ACI 9-2 • ACI 9-3 Vn . Phi Two -Way Shear 11.34 psi 11.01 psi 5.58 psi 170.00 psi One -Way Shears... Vu @ Left 3.25 psi 2.93 psi 1.42 psi 85.00 psi Vu @ Right 3.25 psi 2.93 psi 1.42 psi 85.00 psi Vu @ Top 3.92 psi 15.82 psi 11.81 psi 85.00 psi Vu @ Bottom 3.92 psi -5.85 psi. -5.85 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 1.76 k -ft 1.59k -ft 0.76 k -ft 8.7 psi 0.25 in2 per ft Mu @ Right 1.76 k -ft 1.59k -ft 0.76 k -ft 8.7 psi 0.25 in2 per ft Mu @ Top 2.08 k -ft 9.30 k -ft 6.96 k -ft 45.9 psi 0.25 in2 per ft Mu @ Bottom 2.08 k -ft -3.33 k -ft -3.34 k -ft 16.5 psi -0.25 in2 per ft 4 YCFUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 • Rev: 510002---- p -- ---- ---- ---Page 2 User. & KW -0801715. Ver 5.1.2. 17 -Jun -1999. Win72 General Footing Analysis Design (c11987 99 ENERCALC dAe6norns.ecw-Calculations Description PAD FOOTING FOR CANT. COLUMN AND MOMENT FRAME COLUMN Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 338.20 338.20 338.20 338.20 psf OL + LL + ST 338.20 338.20 1,067.97 0.00 psf Factored Load Soil Pressures 'ACI Eq. 9-1 492.23 492.23 492.23 492.23 psf ACI Eq. 9-2 ,. 473.48 473.48 1,495.15 0.00 psf ACI Eq. 9-3 385.98 385.98 1,218.85 0.00 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.400 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ' : 1.100 J r ! r CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 ' Title : Dsgnr: Description ' Scope: Date: Job # Ij3 Steel Column Base Plate Page 1 General Information Description CANTILEVERED COLUMN LINE 12, AREA 3 - SPREAD PAD FTG Axial Load 2.47 k Steel Section W16x40 X -X Axis Moment 97.70 k -ft Section Depth 16.010 in 0.606 int Summa Section Width 6.995 in Plate Height 24.000 in Flange Thick 0.505 in Plate Width 16.000 in, Web Thick 0.305 in Pier Height• in Anchor Bolt Data Per AISC J9 Pier Width ##.### in Dist. from Plate Edge 2.000 in Bearing Stress 1,005.43 psi B It C t S'd 5 fc 2,500.0 psi 0 oun per i e Fy 36.00 ksi Tension Capacity 12.120 k LDF 1.330 Bolt Area 0.606 int Summa --- - Plate Design Plate Allow Concrete Bearing Min. Req'd Plate Thick 1.111 in Per ACI 10.15 2,975.0 psi Analysis Type 1 Per AISC J9 2,327.5 psi Tension Force per Bolt 11.812 k Plate Analysis for Specified Thickness Bearing Stress 1,005.43 psi Plate Thickness 1.2500 in Max Plate Capacity for Max Allow Plate Fb 35,910.0 psi Allow. Bearing 893.76k Actual fb 25,446.5 psi (c) 1983-97 ENERCALC KW -0601715, V5.0.1, 15 -Mar -1997 �a�k?� ��sz'o ► - 3 a Z Ll olnC Fie aloe- Fig pvgvjn-�Jeo 40 'ON S00HG ON GOf -j►Icb-L-IrG (09-WIGUoU11:4 IOM7 vv 'Olpul ouO1 s6uno�, bbl-�� soVltioS 6ulaooul6ua 6unOA Young Engineering Services 4-7-159 Youngs Lane - Indlo, CA 92201 Phone:(`160) 342-9214 Job No. Sheet No. Of Calculated By _ Date Checked By Date v�,•�.. %,,�,. Co ri ate. ,. ou - ��-'�.�'.=-- C1�C7•��.(�go� C7. Is) ,� _ ^`}`1!. I 3.25 • 5y000 4—`. ot�4.4; A-;.:, = .3.2.s 45. 2 Z v . � .` � Z aM � i3 _ I _ .2 • . �S�• Via' x(1.4 r7 a�o..'I-J34,25=z• j + Young Engineering Servlces Job No. 4? -159 Youngs Lane Sheet No. 96 Of Indio, CA Calculated By _ Date 92201 Checked By Date Phone:(?60) 342-9214 2- t_ Young Engineering Servlce5 Job No. 4"I-159 Youngs Lane Sheet No. Of Indio, GA calculated By Date 92201 checked By Date Phone:(?60) 342-9214 . . . . . WI 1Y*UNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 aev: 510002 User. KW -0001715, Ver 5.1.2. 13 -Jun -1999. W,02St@eI COIUn'tn Page 1 (c11983-99 ENERCALC d:\ec\norns. ecw: Calculations y Description CANTILEVERED COLUMN AT FRONT ENTRY General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W1 6X26 Fy 36.00 ksi X -X Sidesway : Sway Allowed 9.78 ksi Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 11.500 ft Elastic Modulus 29,000.00 ksi Fb:xx : Allow [F1 -6J 15.28 ksi End Fixity Fix -Free X -X Unbraced 11.500 ft Kxx 2.100 Live & Short Term Loads Combined Y -Y Unbraced 11.500 ft Kyy 1.000 Loads 0.00 ksi 10.00 ksi Fb:yy : Allow (F1 -6j 27.00 ksi Axial Load... 27.00 ksi 35.91 ksi Fb:yy : Allow (171-7] & [F1-81 27.00 ksi Dead Load 1.29 k 27.00 ksi Ecc. for X -X Axis Moments 0.000 in at in Live Load 0.95 k Ecc. for Y -Y Axis Moments in ShortTerm Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 2.781 k 11.500 ft Along X -X (y moments ) k ft Section: W16X26, Height = 11.50ft, Axial Loads: DL = Unbraced Lengths: X -X = 11.50ft, Y -Y = 11.50ft Combined Stress Ratios Dead AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0172 XX Axis : Fa calc'd per 1.5-1, K'Ur < Cc YY Axis : Fa calc'd oer 1.5-1. K'Ur < Cc Stresses Column Design OK 1.29, LL = 0.95, ST = 0.00k, Ecc. = 0.000in Live 0.0127 DL + LL DL + ST + (LL if Chosen) 0.0298 0.5147 Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 9.78 ksi 9.78 ksi 9.78 ksi 13.00 ksi fa : Actual 0.17 ksi 0.12 ksi 0.29 ksi 0.29 ksi Fb:xx : Allow [F1 -6J 15.28 ksi 19.02 ksi 19.02 ksi 25.29 ksi Fb:xx : Allow [F1-7] & [F1-8] 19.02 ksi 19.02 ksi 19.02 ksi 20.32 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 10.00 ksi Fb:yy : Allow (F1 -6j 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow (171-7] & [F1-81 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 69,688 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 9,792 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 92,685 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 13,023 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.279 in at 11.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft �YKUNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE ' Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 _ 9 q Rev: 510002 User: KW -060171 S. Ver 5.1.2. 13Jun- 1999. 6n32 Steel Column Page 2 (c) 1983.99 ENERCALC d:1ec\norris.ecw:Ca1culations Description CANTILEVERED COLUMN AT FRONT ENTRY Section Properties W1 6X26 Depth 15.69 1n Weight 26.09 #/ft I-xx 301.00 in4 Width 5.500 in Area 7.68 int I-yy 9.59 in4 Web Thick 0.250 in Rt 1.360 in S-xx 38.368 in3 Flange Thickness 0.345 in S-yy 3.487 in3 r-xx 6.260 in r-yy 1.117 in I �' • Title: NORRIS RESIDENCE Job # 99-1401-03 47-159 YOUNGS LANE Dsgnr: JWT Date: Indio, CA Description : SFD (760) 342-9214 Scope: Steel Column Base Plate Page 1' General Information Description CANTILEVERED COLUMN AT FRONT ENTRY Axial Load 2.24 k Steel Section W16x26 X -X Axis Moment 31.98 k -ft Section Depth 15.690 in Section Width 5.500 in Plate Height 20.000 in _ Flange Thick 0.345 in Plate Width 12.000 in Web Thick 0.250 in Pier Height 60.000 in Anchor Bolt Data Pier Width 60.000 in - Dist. from Plate Edge 2.000 in fc 2,500.0 psi Bolt Count per Side 2 Fy 36.00 ksi Tension Capacity 12.120 k LOF 1.330 Bolt Area 0.606 in2 Summary i Plate Design Allow Concrete Bearing Min. Req'd Plate Thick 0.753 in Per ACI 10.15 2,975.0 psi Analysis Type 1, Per AISC J9 2,327.5 psi Tension Force per Bolt 10.187 k Plate Analysis for Specified Thickness Bearing Stress 661.24 psi Plate Thickness 1.0000 in Max Plate Capacity for Max Allow Plate Fb 35,910.0 psi Allow. Bearing 558.60k Actual fb 8,051.4 psi (c) 1983-97 ENERCALC C:IENERCALCWORRIS.ECW KW -0601715, V5.0.1,15 -Mar -1997 %' 1'.YQUNG ENGINEERING SERVICES Title : NORRIS RESIDENCE Job # 99-1401-03 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rer510002 User: KW -0601715. Ver 5.1.2. 13 -Jun -1999. Win32 General Footing Analysis & Design Page 1 9 (c) 1983.99 ENERCALC d'\ec\norrls.ecw:Calculations i) Description CANTILEVERED COLUMN AT FRONT OF HOUSE General Information 18.Oin Thick, w/ Column Support 15.69 x 5.50in x O.Oin high Calculations are designed to Act 318-95 and 1997 UBC Requirements I Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 8.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 8.000 ft Seismic Zone 4 1,995.0 psf Required Steel Area 0.252 int per ft Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 15.69 in Live & Short Term Combined 0.000 in Col Dim. Along Y -Y Axis 5.50 in Pc 2,500.0 psi Fy 60,000.0 psi Concrete Weight 145.00 pcf Min Steel % 0.0014 Rebar Center To Edge Distance 3.00 in Loads Applied Vertical Load... Dead Load 2.240 k ...ecc along X -X Axis 0.000 in Live Load k ...ecc along Y -Y Axis 0.000 in ShortTerm Load k Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Creates Rotation about Y -Y Axis' (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft 31.980 k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 8.00ft x 8.00ft Footing, 18.Oin Thick, w/ Column Support 15.69 x 5.50in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 252.5 666.3 psf Max Mu 3.164 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.252 int per ft "X Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 23.748 in Shear Stresses.... Vu Vn • Phi Vu @ Right 1 -Way 6.091 85.000 psi X -X Min. Stability Ratio 2.021 1.500 :1 2 -Way 2.117 170.000 psi Y -Y Min. Stability Ratio No Overturning Vu @ Bottom 0.60 psi sting Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn ' Phi Two -Way Shear 1.90 psi 2.12 psi 2.12 psi 170.00 psi One -Way Shears... Vu @ Left 0.57 psi 0.57 psi 0.57 psi 85.00 psi Vu @ Right 0.57 psi 0.57 psi 0.57 psi 85.00 psi Vu @ Top 0.60 psi 6.09 psi 6.09 psi 85.00 psi Vu @ Bottom 0.60 psi -4.16 psi -4.16 psi 85.00 psi Moments - ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reo'd Mu @ Left 0.27 k -ft 0.27 k -ft 0.27 k -ft 1.3 psi 0.25 in2 per ft Mu @ Right 0.27 k -ft 0.27 k -ft 0.27 k -ft 1.3 psi 0.25 in2 per ft Mu @ Top 0.35 k -ft 3.16 k -ft 3.16 k -ft 15.6 psi 0.25 in2 per ft Mu @ Bottom 0.35 k -ft -2.02 k -ft -2.02 k -ft 10.0 psi -0.25 in2 per ft 4AYAJNG ENGINEERING SERVICES Title: NORRIS RESIDENCE Job # 99-1401-03 G`16L AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO,'CALIFORNIA 92201 'Scope: 760-342-_9214 Rev510002 VWr..KW-0801715.Ver5.1.2. 17 -du^ -1099.~32, General Footing Analysis & Design Page 2 (t1 1983-99 ENERCAIC dAecknorns. ecw:Calcu lations Description CANTILEVERED COLUMN AT FRONT OF HOUSE Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 252.50 252.50 252.50 252.50 psf DL + LL + ST 252.50 252.50 666.32 0.00 psf Factored Load Soil Pressures ACI Eq. 9-1 353.50 353.50 353.50 353.50 psf ACI Eq. 9-2 353.50 353.50 932.85 0.00 psf ACI Eq. 9-3 353.50 353.50 932.85 0.00 psf ACI Factors (per ACI, applied internally to entered loads) ■ II ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.400 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100