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9811-068 (SFD) Structural CalcsSTRUCTURAL DETAILS AND CALCULATIONS FOR STRINGER RESIDENCE THE TRADITION LA QUINTA, CA KRISTI HANSON ARCHITECT BY CAL WEST ENGINEERING OCTOBER 10, 1998 APPROVED REVIEWED SY w `-t DATE o 4 (wi tuh Approval of these plans shall not be construed to be a permit for, or an approval of any violation of any of the provisions of the state or local laws, One set of approved plans must be kept on the job until completion. WILLDAN ASSOCIATES J STRUCTURAL DETAILS AND CALCULATIONS FOR STRINGER RESIDENCE THE TRADITION LA QUINTA, CA KRISTI HANSON ARCHITECT BY CAL WEST ENGINEERING OCTOBER 10, 1998 APPROVED REVIEWED SY w `-t DATE o 4 (wi tuh Approval of these plans shall not be construed to be a permit for, or an approval of any violation of any of the provisions of the state or local laws, One set of approved plans must be kept on the job until completion. WILLDAN ASSOCIATES ` CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 32-812 AURORA VISTA No.1 CATHEDRAL CITY, CA. 92234 760-328-8150 VERTICAL LOADS: JOB SHEET N0. L O CALCULATED BY CHECKED BY SCALE ROOF: 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. ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. GREATER THAN 600 S.F. T.A. 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 <4:12 20.00 P.S.F. 16.00 P.S.F. 12.00 P.S.F. TOTAL 10.00 P: .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 2X6 STUDS @ 16" o/c 1.60 MISC. 1.27 TOTAL 17.00 P. .F. LATERAL LOADS: 15.00 P.S.F. WIND: 70 M.P.H. EXPOSURE C p=CeCgqsI=(1.06)(1.3)(12.6)(1.0)=17.36 P.S.F. 0-15' METHOD 2 p=CeCgqsI=(1.13)(1.3)(12.6)(1.0)=18.51 P.S.F. 15'-20' p=CeCgqsI=(1.19)(1.3)(12.6)(1.0)=19.49 P.S.F. 20'-25' SEISMIC:(ZIC/Rw)W=(((.4)(1..0)(2.75))/6)W=.183W 1994 U.B.C. CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 32-812 AURORA VISTA No.1 CATHEDRAL CITY, CA. 92234 760-328-8150 VERTICAL LOAD DESIGN DESIGN DATA: JOB SHEET NO. �_ O CALCULATED BY CHECKED BY SCALE LUMBER: DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi 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 & 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 & WIDER 900 ---- 95 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 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 vsi Fv=165psi Fv=165psi Fv=285psi Fv=290psi. E=1800000psi E=1800000psi E=2000000psi E=2000000psi SIMPLE CANTILEVER POSTS: #1 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fc psi E psi 6X 1200 85 1000 1600000 FOUNDATION WALLS: ASTM GRADE C-90 NORMAL WEIGHT MASONRY BLOCK Fm=1500 psi REINFORCING STEEL: GRADE 40 Fy=40 ksi KEKYKA Engineering Services, Inc Title : Job # 32-812 AURORA VISTA Dsgnr: Date: CATHEDRAL CITY, CA 92234 Description TEL: 760-328-8150 Scope: FAX: 760-328-1583 Timber Column Design Page 1 General information Description 15' NO. 2 DF -L 2x6 @ 16" O/C Wood Section 2x6 Load Duration Factor 1.33 Le XX for Axial 15.00 ft Rectangular Column Fc • 600.00 psi Le YY for Axial 0.00 ft Column Depth 5.50 in Fb 875.00 psi Le XX for Bending 0.00 ft Width 1.50 in E 1,300 psi fbx : Flexural 0.00 psi Total Column Height 15.00 ft F'bx : Allowable Loads 1,547.58 psi 1,547.58 psi Interaction Value 0.1774 Dead Load Live Load Shod.Term Load Axial Load 195.00 lbs 273.00 lbs 0.00 lbs Eccentricity 0.000in Max k Lu / d 50.00 Fc: Y -Y Applied Moment . 0.00 in-# 0.00 in-# 5,000.00 in-# Max. Design Moment 0.00in-# 0.00in-# 5,000.00 in-# Column OK Using: 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 15.00ft DL+LL DL+LL+ST DL+ST fc : Compression 56.73 psi 56.73 psi 23.64 psi Fc: Allowable 319.71 psi 332.70 psi 332.70 psi fbx : Flexural 0.00 psi 661.16 psi 661.16 psi F'bx : Allowable 1,163.59 psi 1,547.58 psi 1,547.58 psi Interaction Value 0.1774 0.5351 0.4619 Stress Details Fc: X -X 319.71 psi Max k Lu / d 50.00 Fc: Y -Y 319.71 psi Actual K 27.08 F'c : Allowable 319.71 psi Min. Allow k Lu / d 11.00 F'c:Allow' Load Dur Factor 332.70 psi Cf 1.300 F'bx 1,163.59. psi Rb: (Le d / b^2) ^.5 1.000 F'bx' Load Duration Factor 1,547.58 psi Axial X -X k Lu / d 32.73 Axial Y -Y k Lu / d 0.00 (c) 1983-97 ENERCALC KW -0601715, V5.0.1, 15 -Mar -1997 GAL MST ENOINE€RING 32-812 AURORA VISTA NO -1 CATHEDRAL. CITY, CA. gy0MA 54 PHONEs(`160) 328-8150 JOB NO. SHEET NO. 3 OF CALCULATED BY DATE CHECKED BY DATE IWI O PN. Xm ro M16 1 ra "µIAS TW4P4 i e tar i s cortex a xreNrLL WI PI DL= _ _ Z2.5 ?s I LL= = P2 DL= K2 _ W17 LL= P LL= 12L= P3 DL= X3 = Ks LL= P3 LL= - DL= a P44= P4 LL= - USE DL - - Ks LL= P5 LL= Pb DL= = _ WA b LL= O PN. XN w ro s tar s ommm a weir WI L= , 5 PI DL= X1 = WILL= 0, 159 PI LL= - P2 DL= K2 = LL= P2 LL= = P3 DL= - - - LL= = P4 DL= X4 - - Y44 LL= F4 LL= - ' 2 USE 511,bk �7 L6 LL= P5 LL= b DL= a _ 6 LL= O PN e XN ro "" 1 w w ro i o.s; 1 SW4 a tar a ceNrex a weNr WI pL. P1 DL= X1_ WI LL= 5 PI LL= - P2 DL= X2 - W17 LL- P2 LL- - n DL= X5 = = LL= DL= P4 DL= V44 LL= P4 LL= -- -• USE S SIS l� �—'' �-� P5 DL= As PS LL= P6 DL= - Pb LL= _ �j O •W2- ro WD 1 K? ws w ro T % lv s tar j a ceeae s New WI 12L= PI DL= X1a WI LL= Zy PI LL= Al)- P2 DL= K2_ P2 LL= P3 DL= X3 - - = P5 LL= 4 DL= W4 LL= P4 ' LL= �W6 USE 12L= P5 PL - _ LL= P5LL= DL= P6 DL= K6 = fmb LL= O n". XN ro Y16 ! "Q M141^0 w ro ' s tar s erxreR a weNrWA WI 'l' k " PI DL= = I LL= s50 PI LL= - 2 DLA K2 = W13 LL= P2 LL= VL= P3 DL=yn a = P3 LL - W4 DL= P4 DL= _ LL= P4 LL= •r I g 'J USE I I � S G"� l� = P5 DL= - - P5 LL= c Pbb ?u= a _ Gal West Engineering Job No. 32-812 Aurora Nista No.l Sheet No. Of Cathedral 614, Ca. Calculated By Date 92234 Checked By Date Phone:(760) 528-8150 o GAL WEST EN&INEERIMS 32-812 AURORA VISTA N0.1 CATHEDRAL CITY, CA. 612284 PHONE, ('760) 328-8150 JOB NO. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE w ws 1 rnva w "LL=T i i s Le"l a ea+rae a nrerrr944 hL LL=21 y+Z LL= a P2 DL= X2 a OL- P5 X3 ■ P9 LL■ W4 = E4 DL= K4 a LL- P4 LL - lb'ws _ USE 51 I7�j �, 5 �-cLt�j F5 OL- K5 a LL= P5 LL= = Pb DL= K6 = - = b LL= Oyql n+ • �a ra ri0 I ►aIAS w re t �r eerrrae 5 warpPq4 /J USE �1Io, XII 6L�, OL. + 5' 15 f -I DL= Ki_ WI LL. 0 • ( 15/7— 60 PI LL= - lot 7,1 F2 DL= X2_ = zi 0 P LL. DL= n DL■ K5 a WA OL= 04 DL= = LL= P4 LL■ - Ma e PS LL= Pb Maa V46 LL= P6 LL= QLL= •az w re jW4 5 Lerr 5 cortex a NanV44 • •15, 5= WI OL= pi DL= X1 a s PI LL= wl - P2 DL= K2 a LL- P2 LL= ws = DL= - K5vin - = P3 u= 12L= F4 DL= X4a LLC P4 LL= 5 DL= a P5 LL= = Pb DL= o KA = Pb LL= (�Hl ro ! wt w re r �/ I ] ", 6R f a ter 5 CAN -rat a Hrr a '"- USE `� I Z WI OL. 40 ff DL= KIa LL= lo. el - 1 LL= N2 VL= P DL- —X2- JnLz LL= P2 LL= - P5 DL= X5a - P5 LL= 4 DL= = P4 LL- IN95 OL= P5 DL= - - LL= P6 DL= _ = u= O rrb 1 w rwyqs w re 5 t.er•r 5 Comm 5 raarrr HI OL= PI DL= _ Hl PI u= - P2 DL■ - = P5 DL= _ - LLa a P4 DL= X4 a Yq4 LL= P4 LL- USE yis DL= IPS DL= X5 a = PS LL. ■ P6 DL■ ■ yqh = 1pt, LL= 1. CAL WEST ENGINEERING 32-842 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # fr Timber Beam & Joist Page 1 General Information Description : BEAM NO. 1, 3, 5, 7, 8, 10, 11 Timber Member Information Span Uniform Dead Load Uniform Live Load ft #/ft #/ft BEAM NO. I' BEAM NO. 3 BEAM NO. 5 BEAM NO. 7 BEAM NO. 8 BEAM NO. 10 BEAM NO. 1 l Timber Section lbs 642 5.125x18.0 5.12548.0 5.125x15.0 5.12545.0 646 6x12 Beam Width in 5.500 5.125 5.125 5.125 5.125 5.500 5.500 Beam Depth in 11.500 18.000 18.000 15.000 15.000 15.500 11.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb - Basic Allow psi 1,350.0 2,400.0 2,400.0 2,400.0 2,400.0 1,350.0 1,350.0 Fv - Basic Allow psi 85.0 165.0 165.0 165.0 165.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,800.0 1,800.0 1,800.0 1,800.0 1,600.0 1,600.0 Load Duration Factor psi 1.250 1.250 1.250. 1.250 1.250 1.250 1.250 Member Type Sawn Glul-am Glul-am Glul-am Glul-am Sawn Sawn Center Span Data In -0.184 -0.001 0.007 -0.008 -0.042 -0.135 -0.130 Span ftl 12.00. 4.50 8.50 10.00 10.00 15.50 17.00 Dead Load #/ft 214.00 143.00 143.00 48.00 238.00 138.00 40.00 Live Load #/ft 225.00 150.00 150:00 50.00 250.00 145.00 40.00 Cantilever Span in -0.046 0.024 Span Uniform Dead Load Uniform Live Load ft #/ft #/ft 7.50 143.00 150.00 2.00 40.00 40.00 Results lbs 1,284.00 321.75 134.59 240.00 1,190.00 1,069.50 335.29 Mmax @ Center k -ft 94.82 8.90 12.21 14.70 73.20 101.99 34.20 @ X = ft 6.00 2.25 2.65 5.00 5.00 7.75 8.43 fb : Actual psi 782.2 32.2 357.3 76.5 380.9 463.1 282.1 Fb : Allowable psi 1,687.5 3,000.0 3,000.0 3,000.0 3,000.0 1,640.2 1,687.5 Center DL Defl in Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK tv : Actual psi 53.0 3.6 28.9 7.2 35.8 32.4 14.5 Fv : Allowable psi 106.3 206.3 206.3 206.3 206.3 106.3 106.3 UDefl Ratio Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK - Shear OK Reactions Dead Load @ Left lbs 1,284.00 321.75 134.59 240.00 1,190.00 1,069.50 335.29 Live Load @ Left lbs 1,350.00 337.50 s 141.18 250.00 1,250.00 1,123.75 335.29 Dead Load @ Right lbs 1,284.00 321.75 '2,153.41 240.00 1,190.00 1,069.50 424.71 Live Load 6 Right lbs 1,350.00 337.50 2,258.82 250.00 1,250.00 1,123.75 424.71 Deflections Center DL Defl in -0.090 -0.000 0.004 -0.004 -0.021 -0.066 -0.065 UDefl Ratio 1,608.6. 183,501.3 27,869.3 28,828.9 5,814.2 2,834.2 3,130.9 Center LL Defl in -0.094 -0.000 0.004 -0.004 -0.022 -0.069 -0.065 UDefl Ratio 1,530.0 174,937.9 26,568.7 27,675.7 5,535.1 2,697.4 3,130.9 Center Total Defl In -0.184 -0.001 0.007 -0.008 -0.042 -0.135 -0.130 Location ft 6.000 2.250 5.576 5.000 5.000 7.750 8.432 UDefl Ratio 784.1 89,558.6 13,601.7 14,120.3 2,835.6 1,382.1 1,565.4 Cantilever DL Defl in -0.044 0.024 Cantilever LL Defl in -0.046 0.024 Total Cant. Defl In -0.090 0.048 UDefl Ratio 1,989.4 1,001.5 (c) 1983-97 ENERCALC c:\enercalclstringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 �_ CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description : SFD Scope: Job # Multi -Span Timber Beam Page 1 General Information Description BEAM NO. 2 2444 DF/DF Fb 2,400.0 psi Elastic Modulus 1,800.0 psi Spans Considered Continuous Over Support Fv 165.0 psi Load Duration Factor 1.250 Timber Member Information Span ft 11.00 5.50 ' 6.50 Timber Section Dead Load 5.125x15.0 5.125x15.0 5.125x15.0 Beam Width in 5.125 5.125 5.125 Beam Depth in 15.000 15.000 15.000 End Fixity 0.0000 Pinned - Pinned Pinned - Pinned Pinned - Free Le: Unbraced Length ft 0.00 0.00 1 0.00 Member Type @ X = GluLam GluLam GluLam Sawn Sawn Sawn Sawn Sawn Loads ft 0.00 0.00 1 Dead Load #/ft 238.00 238.00 238.00 Live Load #/ft 250.00 250.00 250.00 Results in 0.0000 0.0000 1 Mmax @ Cntr in -k 35.8 0.0 0.0 @ X = ft 4.99 0.00 6.50 Max @ Left End in -k 0.0 -15.6 -123.7 Max @ Right End in -k -15.6 -123.7 0.0 fb : Actual psi 186.1 643.7 643.7 Fb : Allowable psi 3,000.0 3,000.0 3,000.0 Bending OK Bending OK Bending OK Shear @ Left k 1.19 0.30 3.17 Shear @ Right k 1.43 2.98 0.00 fv : Actual psi 21.7 45.9 50.3 Fv : Allowable psi 206.3 206.3 206.3 Shear OK Shear OK Shear OK Reactions & Deflection 1 DL @ Left k 1.14 1.56 2.78 LL @ Left k 0.05 -0.43 3.38 Total @ Left k 1.19 1.13 6.15 DL @ Right k 1.56 2.78 0.00 DL @ Right k -0.43 3.38 0.00 Total @ Right k 1.13' 6.15 0.00 Max. Deflection in -0.024 0.011 r =0.145 @ X = ft 5.28 3.23 , 6.50 Query Values Location ft 0.00 0.00 0.00 Moment in -k 0.0 -15.6 -123.7 Shear lbs 0.0 -0.3 3.2 Deflection in 0.0000 0.0000 0.0000 (c) 1983-97 ENERCALC c:\enercalc\stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 �� CAL WEST ENGINEERING Title: STRINGER RESIDENCE Job # 32-812 AURORA VISTA Dsgnr: Date: CATHEDRAL CITY, CA 92234 Description : SFD TEL: 760-328-8150 Scope: FAX: 760-328-1583 Is Multi -Span.Timber Beam Page 1 General Information Description BEAM NO. 4 24F -V8 DF/DF Fb 2,400.0 psi Elastic Modulus 2,000.0 psi Spans Considered Continuous Over Support Fv 165.0 psi Load Duration Factor 1.250 Timber Member Information Span ft 4.25 5.50 6.00 Timber Section Dead Load 5.125x18.0 5.12548.0 5.125x13.5 Beam Width In 5.125 5.125 5.125 Beam Depth in 18.000 18.000 13.500 End Fixity 0.04 Pinned - Pinned Pinned -Pinned Pinned - Free Le: Unbraced Length ft 0.00 0.00 0.00 Member Type @ X = GluLam GluLam GluLam Sawn Sawn Sawn Sawn Sawn Loads DL @ Left Dead Load #/ftl 51.00 51.00 51.00 Live Load #/ft 0.00 0.00 Total @ Left Results 0.13 0.04 0.63 DL @ Right Mmax @ Cntr in -k 2.0 1.2 0.0 @ X = ft 2.58 0.00 0.00 Max @ Left End in -k 0.0 1.2 -11.0 Max @ Right End in -k 1.2 -11.0 0.0 fb : Actual psi 7.4 39.8 70.8 Fb : Allowable psi 3,000.0 3,000.0 3,000.0 It 0.00 Bending OK Bending OK Bending OK Shear @ Left k 0.13 0.04 0.31 Shear @ Right k 0.08 0.33 0.00 fv : Actual psi 0.9 4.0 5.4 Fv : Allowable psi 206.3 206.3 206.3 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.13 0.04 0.63 LL @ Left k 0.00 0.00 0.00 Total @ Left k 0.13 0.04 0.63 DL @ Right k 0.04 0.63 0.00 DL @ Right k 0.00 0.00 0.00 Total @ Right k 0.04 0.63 0.00 Max. Deflection in -0.000 0.000 -0.009 @ X = ft 2.24 3.56 6.00 Query Values Location It 0.00 0.00 0.00 Moment in -k 0.0 1.2 -11.0 Shear lbs 0.0 -0.0 0.3 Deflection in 0.0000 0.0000 0.0000 (c) 1983-97 ENERCALC c:\enercalclstringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING Title: STRINGER RESIDENCE Job # 32-812 AURORA VISTA Dsgnr: Date: CATHEDRAL CITY, CA 92234 Description : SFD TEL: 760-328-8150 Scope FAX: 760-328-1583 Multi -Span Timber Beam Page 1 General Information Description BEAM NO. 6 24F -V4 DF/DF DL @ Left Fb 2,400.0 psi Spans Considered Continuous Over Support Fv 165.0 psi Timber Member Information -0.26 Span ft 6.00 10.00 Timber Section DL @ Right 5.125x15.0 5.125x15.0 Beam Width in 5.125 5.125 Beam Depth in 15.000 15.000 End Fixity Max. Deflection Pinned - Pinned Pinned - Pinned Le: Unbraced Length ft 0.00 0.00 Member Type Query Values GluLam GluLam Sawn Loads Location ft 0.00 Dead Load #/ft 190.00 190.00 .Live Load #/ft I 200.00 200.00 Results Deflection in -143.2500 Mmax @ Cntr in -k 0.0 40.0 @ X = It 0.04 5.87 Max @ Left End In -k 0.0 -40.4 Max @ Right End in -k -40.4 0.0 fb : Actual psi 210.3 210.3 Fb : Allowable psi 3,000.0 3,000.0 Bending OK Bending OK Shear @ Left k 0.01 2.29 Shear @ Right k 1.13 1.61 tv : Actual psi 17.3 35.5 Fv : Allowable psi 206.3 206.3 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.27 2.00 LL @ Left k -0.26 1.42 Total @ Left k 0.01 3.42 DL @ Right k 2.00 0.77 DL @ Right k 1.42 0.84 Total @Right k 3.42 1.61 Max. Deflection in 0.003 -0.020 @ X = ft 3.80 5.40 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -40.4 Shear Itis -0.6 2.3 Deflection in -143.2500 0.0000 Elastic Modulus 1,800.0 psi Load Duration Factor 1.250 Sawn Sawn Sawn Sawn Sawn (c) 1983-97 ENERCALC c0enercal6stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFO Scope: Job # / Multi -Span Timber Beam Page General information Description BEAM NO. 9 DOUGLAS FIR -LARCH, No.1 Fb 1,350.0 psi Elastic Modulus 1,600.0 psi Spans Considered Continuous Over Support Fv 85.0 psi Load Duration Factor 1.250 Timber Member Information Span It 14.50 14.50 Timber Section 6x16 646 Beam Width in 5.500 5.500 Beam Depth in 15.500 15.500 End Fixity Pinned - Pinned Pinned - Pinned Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Loads Dead Load #/ft I 313.00 200.00 Live Load #/ft 360.00 210.00 Results Sawn Sawn Mmax @ Cntr in -k 135.4 58.0 @ X = It 5.80 9.67 Max @ Left End in -k 0.0 -170.8 Max @ Right End in -k -170.8 0.0 fb : Actual psi 775.4 775.4 Fb : Allowable psi 1,640.2 1,640.2 Bending OK Bending OK Shear @ Left k 3.90 3.95 Shear @ Right k 5.86 1.99 tv : Actual psi 87.1 60.5 Fv : Allowable psi 106.3 106.3 Shear OK Shear OK Reactions & Deflection DL @ Left k 1.80 4.65 LL @ Left k 2.09 5.17 Total @ Left k 3.90 9.81 DL @ Right k 4.65 0.99 DL @ Right k 5.17 1.01 Total @ Right k 9.81 1.99 Max. Deflection in -0.129 -0.037 @X= It 6.48 9.18 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -170.8 Shear lbs 0.0 4.0 Deflection in 0.0000 0.0000 (c) 1983-97 ENERCALC c:lenercalc\stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997' Gal West Engineering 32-612 Aurora Meta No.l Cathedral City, Ga. 42234 Phonet*O) 326-6150 Job No. Sheet No. Calculated By Checked By 4- 4- 17.c�IZ1.�°�3. _ �� PL►= Ells �i� . ()q' 1. I k. \-7.' 01- ?' IO IO L L> .I�D� 100 ALF t��l talo = 1 A . 20 ' �.IS Ib•S.+ �o loly�, S3- °55 pL� �I.7ia.i`I ' � ia'. 1�•.S �. �7•. i��25It1 ,I�>= 1�j. Q� . T Of Date Date . . . . . . . . . . . �l��iS(. 1G1 • Is.S 4- . �'1•. (0 ��,�,�oo 4- 12121 t,.1to -leo �G( �j1,5 t? 11.5 �L t l0 11.5 2 • Zi> .�g3 : �s�t �I� ) A . gas I2�� �15 Z4.+ �� BIZ • 3� .1�3 = q� ��F Icy -o,-� R ' �5 % % • ib'2 ?' i0 • 1010,100; - '1-1 pL1= 4,4 +- c�lz�1 v =leo ���hl�n .- (�a .�1,5 �- I�. 1�`L �- lo.' ►�Iz• zl i�� = log .P�� Gal West Engineering 32-812 Aurora Vista No.l Cathedral City, Ga. 42234 Phone:(760) 328-8150 Job No. Sheet No. Golculoted By Checked By ��a�ytliZl4��-rte• Lr�-���L.:, '�:��E., t-«��j�,,�-!�L O ? 51 �-7,�� CAIZ ' Z> , I��i . L, g-, ALF O \�52ai25 ' (1�1' W•5 �1' �v�z'z>.16�- �Z.PI_F O A . W 1, o 20 " S. (!10IZ a- 2> `I, *(? IZ2 +ZF �0I7'!\.'\rv,r .�pl PCF O�t�l�•��1�i0 (��•i�Jl2 'I5I21 �1= .`oz. ALF . . •1003 = 1 a PLS (�\,5 �2 .- .11� - .7� PLF ll�, PLF . �l h 3233 . - (�� • �a •� k �� . �•51Z �- �n o•�I �� , �a� = .10-� PLr 1^,��3�135. � �1��.' �.o .k 17, q�2 .1- ��, q,2 • ?,l ,1�3- 13� PLr jIbjZ. �-'�j,7 `L� 11.311 p PCC-. ? Zi1 (1�1 I�,� k 17' 10 2 -1 1D • 10�L� •1�b7i = b<j ALF 9-7 -Lv ash �� 31 ►� �� D Of Date Dote AREA LINE FORGE WALL NO. FIGHT LENGTH - UNIFORM LOAD REMARKS (N _ 2 6�5 0a5 lln 2 3 Sas 10 0.5 1q=14,5 cp n -7, s Nl� (i+ o l I.5 5,17 l� I��v 12 xY ?o �os5 �l tl•5 Za ��i 1�17, !71 ppb Q .11lo II 33 It I�j 16.�� `q,2o•� Z Iqs ZI 103 l3 q 3.25 � 23 !Z l�1 15 to I� I� 3.-►s — max, d D o 0 1'7ul 5Z4 �O �r°7 ZZi�`C ZI 115 S,S _ �xT 32 IZk7;, 2� S l� t� ZZ Z ZoCl - 24 G s a s 1� LZ�z 26`► �cT y y -;S -7 S) 33 2°ao'7 10 3> I-lSy Z? I s a -r- xs44 25 1 lei jS�L+ z3s L 34.4, rr4r AREA LINE FORGE WALL NO. HEIGHT LENGTH UNIFORM LOAD REMARKS 'a D N 3 moi' 3� � � 3 � � o _ Iii .171 y O ILA Qz+ = n i L n n 03 M -' z M ➢ O -c rn D � . _ ,CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 32-812 AURORA VISTA #1 CATHEDRAL CITY, CA. 92234 PH. 760-328-8150 SHEAR WALL DESIGN SEISMIC FACTOR = 0.183 A.B. SIZE (in.)= 0.500 A.B. CAPACITY = 953 06 SHEET NO. J:!� OF CALCULATED BY CHECKED BY SCALE WALL FORCE H D PANEL WALL v No. UPLIFT PANEL HOLDOWN NO. (FT.)(FT.) WT. DL PLF A.B.(LBS.) TYPE 1 575 9.0 8.5 17. 110 96 2 -10 K ALT. A NOT REQ'D. 0.0 0.0 0.0 TOTAL 8.5 2 575 9.0 8.5 17 110 96 2 -10 K ALT. A NOT REQ'D. 0.0 0.0 ---------------------------------------------------------------------------- 0.0 ---------------------------------------------------------------------------- TOTAL 8.5 3 885 10.0 20.5 17 138 74 4 -1517 K ALT. A NOT REQ'D. 0.0 0.0 0.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 20.5 4 2154 10.0 7.5 17 138 218 2 1259 A ALT. L HPAHD22/4X6 5 16.8 4.0 10 266 218 2 2816 A ALT. L HD5A/4X6/SSTB34 0.0 ---------------------------------------------------------------------------- 0.0 ---------------------------------------------------------------------------- TOTAL 11.5 6 1849 10.0 19.0 17 62 128 4 -341 K ALT. A NOT REQ'D. 0.0 0.0 --------------------------------------=------------------------------------- 0.0 ---------------------------------------------------------------------------- TOTAL 19.0 7 2940 11.5 8.8 17 143 247 2 1647 A ALT. L HPAHD22/4X6 8 11.5 5.2 17 124 247 2 2084 A ALT. L HD2A/4X6/SSTB20 0.0 ---------------------------------------------------------------------------- 0.0 ---------------------------------------------------------------------------- TOTAL 13.9 9 3055 11.5 28.0 10 124 130 5 -855 K ALT. A NOT REQ'D. 0.0 0.0 0.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 28.0 10 3000 8.5 15.7 17 218 4 985 A ALT. L HPAHD22/4X6 0.0 0.0 0.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 15.7 11 .3344 15.3 13.0 10 195 285 5 2630 L ALT. B HD2A/4X6/SSTB20 0.0 0.0 0.0 ----------------------------------=----------------------------------------- ---------------------------------------------------------------------------- TOTAL 13.0 CAL WEST ENGINEERING JOB CIVIL AND STRUCTURAL ENGINEERING SHEET NO. OF 32812 AURORA VISTA RD. CALCULATED BY CATHEDRAL CITY, CA. CHECKED BY . 92235 PH. 619-328-8150 SCALE SHEAR WALL DESIGN SEISMIC FACTOR = 0.183 A.B. SIZE (in.)= 0.500 A.B. CAPACITY = 953 WALL FORCE H D PANEL WALL v No. UPLIFT PANEL HOLDOWN NO. (FT.)(FT.) WT. DL PLF A.B.(LBS.) TYPE 12 1406 10.0 5.9 17 269 2 2195 L ALT. B HD2A/4X6/SSTB20 0.0 0.0 0.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 5.9 13 1037 9.0 3.3 17 188 2 1396 A ALT. L HPAHD22/4X6 14 9.0 3.3 17 188 2 1396 A ALT. L HPAHD22/4X6 0.0 ---------------------------------------------------------------------------- 0.0 ---------------------------------------------------------------------------- TOTAL 6.5 15 1492 10.0 3.8 17 230 2 1932 A ALT. L HPAHD22/4X6 16 10.0 3.8 17 230 2 1932 A ALT. L HPAHD22/4X6 0.0 ---------------------------------------------------------------------------- 0.0 ---------------------------------------------------------------------------- TOTAL 7.5 17 2499 10.0 7.8 10 341 3 3058 B HD5A/4X6/SSTB34 0.0 0.0 ---------------------------------------------------------------------------- 0.0 ---------------------------------------------------------------------------- TOTAL 7.8 18 1223 16.8 4.3 10 313 2 4746 L ALT. B HD6A/4X6/SSTB34 0.0 0.0 0.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 4.3 19 791 16.8 3.0 17 316 2 4568 L ALT. B HD6A/4X6/SSTB34 0.0 0.0 ---------------------------------------------------------------------------- 0.0 ---------------------------------------------------------------------------- TOTAL 3.0 20 2394 11.5 8.8 10 292 4 2900 L ALT. B HD5A/4X6/SSTB34 0.0 0.0 0.0 --------------------------------------=------------------------------------- ---------------------------------------------------------------------------- TOTAL 8.8 21 2394 11.5 5.5 17 253 2 235.0 A ALT. L HD2A/4X6/SSTB20 22 11.5 5.5 17 253 2 2350 A ALT. L HD2A/4X6/SSTB20 0.0 0.0 TOTAL 11.0 23 1243 '8.5 6.0 17 209 130 2 286 K ALT. A NOT REQ'D. 24 8.5 2.5 17 209 130 2 698 K ALT. A HPAHD22/4X6 25 8.5 3.5 17 209 130 2 580 K ALT. A HPAHD22/4X6 0.0 --------------------------------------------------------------=------------- ---------------------------------------------------------------------------- TOTAL 12.0 'CAL WEST ENGINEERING JOB CIVIL AND STRUCTURAL ENGINEERING SHEET NO. )1 OF 32-812 AURORA VISTA #1 CALCULATED BY CATHEDRAL CITY, CA. CHECKED BY 92234 PH. 760-328-8150 SCALE SHEAR WALL DESIGN SEISMIC FACTOR = 0.183 A.B. SIZE (in.)= 0.500 A.B. CAPACITY = 953 WALL FORCE H D PANEL WALL v No. UPLIFT PANEL HOLDOWN NO. (FT.)(FT.) WT. DL PLF A.B.(LBS.) TYPE 26 2887 9.0 5.8 10 209 512 3 3950 A EA. SIDE HD5A/4X6/SSTB34 0.0 0.0 0.0 TOTAL 5.8 27 1992 13.0 11.3 10 200 3 1949 A ALT. L HPAHD22/4X6 0.0 0.0 0.0 ---------------------------------------------------------------------------- TOTAL 11.3 28 2544 10.0 5.7 10 366 192 2 948 A ALT. L HPAHD22/4X6 29 10.0 9.0 10 4 192 2 1516 A ALT. L HPAHD22/4X6 0.0 0.0 -------------------------------------------------------------_--------------- ---------------------------------------------------------------------------- TOTAL 14.7 30 900 10.0 3.0 17 143 331 2 2843 B HD5A/4X6/SSTB34 0.0 0.0 0.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 3.0 0.0 0.0 0.0 0.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 0.0 0.0 0.0 0.0 0.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 0.0 0.0 0.0 0.0 0.0 ----------------------------------=----------------------------------------- ---------------------------------------------------------------------------- TOTAL 0.0 0.0 0.0 0.0 0.0 TOTAL 0.0 0.0 0.0 0.0 0.0 ----------------------------- TOTAL 0.0 ----------------------------- - -- 885�� w X695 EN foo Plc � 0 /o �- 515 I.oe�i co IS9 FLF 1:193# 0 I4�3 PLF 12b�1� Iw9 9/ �glgl � hsh , S,� ►hsh ���� s, � lh $SII �Qo4�ll Sz J`I�' SS J"1d I1� bl !0I ll of -r Kt ® © le 885�� w X695 EN foo Plc � 0 /o �- 515 I.oe�i co IS9 FLF 1:193# 0 I4�3 PLF 12b�1� Iw9 9/ Gal West %Igtneering 32-812 Aurora Mata No.l Cathedral City, Ca. 82234 Phone:(760) 328-8150 V0 -7 13-10 Job No. Sheet No. %5 Of, calculated By Date Checked By Date 1 k. . . . . . . . . .. v ZQ -��s,5 G -7-7zs . , . �• ?�' low • D.-7ZZ5 Z q�� i �Iy \S 2 - 3l� �-2, 4— 1,a CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8160 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description., SFD Scope: Job # Zo Steel Column Page 1 General Information ' Description TUBE STEEL ALONG LINE 31, AREA 10 Steel Section TS6X6X318 F 36.0 ksi X -X Sidesway : Sway Allow Duration Factor 1.330 Y -Y Sidesway : Sway Allow Column Height 12.875 ft Kxx 2.100 End Fixity X -X Unbrace 12.875 ft Kyy 1.000 Live & Short Term Loads Combined Y -Y Unbrace 12.875 ft Loads Axial Load... Dead Load 1.43 k Ecc. for X -X Axis Moments in Live Load 1.50 k ; Ecc. for Y -Y Axis Moment in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y. (strong axis moments) 0.520 k 12.875 in Along X -X ( y moments ) k in Column Design OK Section: TS6X6X3/8, Height = 12.88ftAxial Loads: DL = 1.43, LL = 1.50, ST = 1.50k, Ecc. = 0.000 Combined Stress Ratios Dead Live DL + LL DL + Short AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.025 0.026 0.051 0.227 Stresses t Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 7.21 ksi 7.21 ksi 7.21 ksi 9.59 ksi fa : Actual 0.18 ksi 0.19 ksi 0.37 ksi 0.37 ksi Fb:xx : Allow [F1-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksl 5.96 ksl Fb:yy : Allow [171-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [171-7] & [F1-8] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksl fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 7,212 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 31,807 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 9,593 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Fey: DL+LL+ST 42,303 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.545 in at 12.875 ft Max Y -Y Axis Deflection 0.000 in a 0.000 It (c) 1983-97 ENERCALC cAenercalc%stringer.ecw KW -0601715, V5.0.1,15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # L( Steel Column Page 2 I Section Properties Steel Section TS6X6X3/8 Depth 6.00 in Weight 27.02#/ft Web Thick 0.375 in box 40.44 in4 Width 6.000 in lyy 40.44 in4 Flange Thick 0.375 in Sxx 13.480 in3 Area 7.95 int Syy 13.480 in3 Misc 0.000 in r-xx 2.255 in r-yy 2.255 in (c) 1983-97 ENERCALC . c:\enercalclstringer.ecw KW -0601715, V5.0.1. 15 -Mar -1997 Title: STRINGER RESIDENCE Job # 32-812 AURORA VISTA Dsgnr: Date: CATHEDRAL CITY, CA 92234 Description: SFD TEL: 760-328-8150 Scope FAX: 760-328-1583 2 Z Steel Column Base Plate Page 1 General Information Description TUBE STEEL ALONG LINE 31, AREA 10 Axial Load 2.93 k Steel Section TS6x6x3/8 X -X Axis Moment 6.70 k -ft Section Depth 6.000 in Section Width 6.000 in. Plate Height 12.000 in Flange Thick 0.375 in Plate Width 12.000 in Web Thick 0.375 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 2 Fy 36.00 ksi Tension Capacity 6.680 k LDF 1.330 MMMMMI Bolt Area 0.334 in2 iumma Plate Design Allow Concrete Bearing Min. Req'd Plate Thick 0.497 in Per ACI 10.15 0.0 psi Analysis Type 1 Per AISC J9 0.0 psi Tension Force per Bolt 3.368 k Plate Analysis for Specified Thickness Bearing Stress 460.29 psi Plate Thickness 0.5000 in Max Plate Capacity for Max Allow Plate Fb 35,910.0 psi Allow. Bearing 0.00k Actual fb 35,508.1 psi INGER.ECW KW -0601715, V5.0.1,15 -Mar -1997 Gal. West Engineering Job No. 32-812 Aurora %Asia No.l Sheet No. 23 of Cathedral Gity, Ga. calculated By Date g2254 checked By Date Phone : (`760) 326-8150 70 ,'1 , lZ ,r nSs-7 1707 — ,1ZIZ All ,MVOWII . I� ,020 �0, s X120 a Z Eo�'1S -7 A;T_,L �. . _ . s `��L.�cx� ' i _ lea, 1000 , ,33'�- Z - 7 ,"122) IQCO . . -75 4' `j3TT1 W Apr,' 311 x 1Z�� '� {i CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # General Footing Analysis & Design Page 1 j General information Description TUBE STEEL ALONG LINE 31, AREA 10 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 in Width along X -X Axis 4.000 ft Base Pedistal Height 0.000 in Length along Y -Y Axis 4.000 ft Seismic Zone 4 Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 6.00 in Live & Short Term Combined Max Mu/Phi Col Dim. Along Y -Y Axis 6.00 in fc 2,500.0 psi 1,995.0 psf Required Steel Area Fy 60,000.0 psi Min Steel 0.0014 Concrete Weight 145.00 pcf Rebar Cover 3.00 in Loads 0.000 in Vu: 2 -Way 2.912 Applied Vertical Load... Dead Load 1.430 k ...ecc along X -X Axis 0.000 in Live Load 1.500 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 6.700 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 summary Footing Design OK 4.00 ft x 4.00 ft Footing, 18.0 in Thick, w/6.00 x 6.00 in column 0.0 in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 400.6 1,119.0 psf Max Mu/Phi 1.635 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.252 int "X Ecc, of Resultant 0.000 in 12.543 in Vu: 1 -Way 3.016 85.000 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Vu: 2 -Way 2.912 170.000 psi X -X Min. Stability Ratio 999.000:1 1.500 :1 Y -Y Min. Stability Ratio 1,913:1 (c) 1983-97 ENERCALC c:\enercal6stringer.em KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SF0 Scope: Job # 19-5- General s General Footing Analysis & Design Page 2 Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn " Phi Two -Way Shear 2.91 2.84 0.93 psi 170.00 psi One -Way Shears... Vu/Phi @ Left 0.71 3.02 1.36 85.00 psi Vu/Phi @ Right 0.71 -0.85 -0.54 85.00 psi Vu/Phi @ Top 0.71 0.64 0.19 85.00 psi Vu/Phi @ Bottom 0.71 0.64 0.19 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru As Reo'd Mu/Phi @ Left 0.48 -0.50 '-0.32 k -ft 2.2 psi -0.25 in2 Mu/Phi @ Right 0.48 1.64 0.73 7.3 0.25 Mu/Phi @ Top 0.48 0.44 0.14 2.1 0.25 Mu/Phi @ Bottom 0.48 0.44 0.14 2.1 0.25 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 400.62 400.62 400.62 400.62 psf DL + LL + ST. 0.00 1,118.96 400.62 400.62 psf Factored Load Soil Pressures ACI Eq. 9-1 589.00 589.00 589.00 589.00 psf ACI Eq. 9-2 0.00 1,566.54 560.87 560.87 psf ACI Eq. 9-3 0.00 771.40 276.19 276.19 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 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 ShortTerm Factor 1.400 ....seismic = ST " : 1.100 (c) 1983-97 ENERCALC c: lenercalclstringer.ecw KVV-0601715, V5.0.1,15 -Mar -1997 Gal West Engineering Job No. 32-812 Aurora Vista No.l Sheet No. 06 Of Cathedral City, Ga. calculated By Date 82234 checked By Date Phone:(760) 328-8150 d T5 l�.x/oX 117- A �oAC-, . D., A-F--Iso,0 , 0, 0 I2-,-75 - kZ = 12.-7toS ���E Z & 29-3 Q�►/1 .cl �i M i\ �. • Z-r� •.lob • . � 2S 'io�- 5��� F�flr���-�T' OF •�t�l�'2T� A1C. �Lo�rG'i. tie Y, io . tJ.i7. d T5 l�.x/oX 117- 50 • s r�� . ... I2-,-75 - kZ = 12.-7toS ���E Z & 29-3 Q�►/1 .cl �i M i\ �. • Z-r� •.lob • . � 2S CAL WEST ENGINEERING 32-812 AURORA VISTA , CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # 'al Steel Column Page 1 General Information Description WIDE FLANGE ALONG LINE 16, AREAS 3, 4, 10 Steel Section W16X36 F Duration Factor Column Height 12.750 ft End Fixity X -X Unbrace Live & Short Term Loads Combined Y -Y Unbrace Axial Load... Dead Load 2.10 k Live Load 2.40 k Short Term Load k Point lateral Loads... DL Along Y -Y (strong axis moments) Along X -X ( y moments ) 36.0 ksi X -X Sidesway : Sway Allow 1.330 Y -Y Sidesway : Sway Allow Kxx 2.100 12.750 ft Kyy 2.100 12.750 ft Ecc. for X -X Axis Moments in Ecc. for Y -Y Axis Moment in LL ST Height 2.840 k 12.750 in k in Fb:yy : Allow [F1-6) 0.00 ksi 0.00 ksi Column Design OK Section: W16X36, Height = 12.75ftAxial Loads: DL = 2.10, LL = 2.40, ST = 2.40k, Ecc. = 0.000inU Combined Stress Ratios Dead Live DL + LL DL + Short AISC Formula H1 - 1 0.00 ksi 0.00 ksi Analysis Values AISC Formula H1 - 2 AISC Formula H1 - 3 61,000 psi Cm:x DL+LL 0.85 Cb:x DL+LL Stresses F'ey : DL+LL 3,330 psi Cm:y DL+LL 0.85 Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi fa : Actual 0.20 ksi 0.23 ksi 0.42 ksi 0.42 ksi Fb:xx : Allow [171-6] 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:xx : Allow [F1-7] & [F1-8] 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi fib : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 7.70 ksi Fb:yy : Allow [F1-6) 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksl Fb:xx : Allow [F1-7] & [F1-8] 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL . 61,000 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 3,330 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 81,130 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 4,429 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.262 in at 12.750 ft Max Y -Y Axis Deflection 0.000 In a 0.000 ft (c) 1983-97 ENERCALC cAenercalc%tringer.em KW -0601715, V5.0.1, 15 -Mar -1897 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope : Job # Steel Column Page 2 i Section Properties Steel Section W16X36 Depth 15.85 in Weight 36.00#/ft Web Thick 0.299 in lxx 447.00 in4 Width 6.992 in lyy 24.40 in4 Flange Thick 0.428 in Sxx 56.404 in3 Area 10.60 in2 Syy 6.979 in3 Misc 1.810 in r -roc 6.494 in r-yy 1.517 in (c) 1983-97 ENERCALC cAsnercal6stringer.em KW -0801715, V5.0.1, 15 -Mar -1997 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # 9v Steel Column Base Plate Page General Information Description WIDE FLANGE ALONG LINE 16, AREA .3, 4, 10 Axial Load 4.50 k Steel Section W16x36 X -X Axis Moment 36.20 k -ft Section Depth 15.850 in Analysis Type 1 Section Width 6.992 inFlange Plate Height 22.000 in Thick 0.428 in Plate Width 12.000 in Web Thick 0.299 in Pier Height 0.000 in Anchor Bolt Data 35,910.0 psi Pier Width 0.000 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 LDF 1.330 Bolt Area 0.606 in2 Plate Design Allow Concrete Bearing Min. Req'd Plate Thick 0.762 in Per ACI 10.15 0.0 psi Analysis Type 1 Per AIS.0 J9 0.0 psi Tension Force per Bolt 10.429 k Plate Analysis for Specified Thickness Bearing Stress 692.85 psi Plate Thickness 1.0000 in Max Plate Capacity for Max Allow Plate Fb 35,910.0 psi Allow. Bearing 0.00k Actual fb 16,351.5 psi C:\ENERCALC\STRINGER.ECW KW -0601715, V5.0.1, 15 -Mar -1997 Cal West Engineering Job No. 32-812 Aurora Vista No.1 Sheet No. Of Cathedral City, Co. Calculated By Date 92234 Checked By Date Phone:(760) 528-8150 S�, 1�.�� •b,�9Z�-I.�ic.S 3 �= , lob��07 T��,.o \o 01 ,�2al '2 �_on.a'� .o�,. Z x,+5 1� , A-5— 1- 2' �� �. l aOp t' U41-7 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope : Job # General Footing Analysis & Design Page 1 j LGeneral Information Description WIDE FLANGE ALONG LINE 16, AREA 3, 4, 10 Allowable Soil Bearing 1,500.0 psf Dimensions... in high Short Term Increase 1.330 in Width along X -X Axis 7.000 ft Base Pedistal Height 0.000 in Length along Y -Y Axis 7.000 ft Seismic Zone 4 Footing Thickness 24.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 15.85 in Live & Short Term Combined 0.353 in2 Col Dim. Along Y -Y Axis 0.00 in Pc 2,500.0 psi 4.820 85.000 psi Fy 60,000.0 psi Min Steel 0.0014 Concrete Weight 145.00 pcf Rebar Cover 3.00 in Loads Applied Vertical Load... Dead Load 2.100 k ...ecc along X -X Axis 0.000 in Live Load 2.400 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 36.210 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 7.00 ft x 7.00 ft Footing, 24.0 in Thick, w/15.85 x 0.00 in column 0.0 in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 381.8 1,138.8 psf Max Mu/Phi 3.975 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.353 in2 "X Ecc, of Resultant 0.000 in 23.224 in Vu: 1 -Way 4.820 85.000 psi "Y' Ecc, of Resultant 0.000 In 0.000 in Vu: 2 -Way 2.658 170.000 psi X -X Min. Stability Ratio 999.000:1 1.500 :1 Y -Y Min. Stability Ratio 1.808:1 (c) 1983-97 ENERCALC 0enercal6stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # General Footing Analysis & Design Page 2 11 Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two -Way Shear 2.56 2.66 0.89 psi 170.00 psi One -Way Shears... Vu/Phi @ Left 0.79 4.82 2.56 85.00 psi Vu/Phi @ Right 0.79 -1.76 -1.13 85.00 psi Vu/Phi @ Top 1.18 1.07 0.37 85.00 psi Vu/Phi @ Bottom 1.18 1.07 0.37 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru As Reg'd Mu/Phi @ Left 0.64 -1.81 -1.16 k -ft 4.1 psi -0.35 in2 Mu/Phi @ Right 0.64 3.98 2.08 9.0 0.35 Mu/Phi @ Top 0.98 0.88 Q.26 2.2 0.35 Mu/Phi @ Bottom 0.98 0.88 0:26 2.2 0.35 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 381.84 381.84 381.84 381.84 psf DL + LL + ST 0.00 1,138.84 381.84 381.84 psf Factored Load Soil Pressures ACI Eq. 9-1 549.27 549.27 549.27 549.27 psf ACI Eq. 9-2 0.00 1,594.37 534.57 534.57 psf ACI Eq. 9-3 0.00 893.48 299.57 299.57 psf ACI Factors (per ACI, applied internally to entered loads) i 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 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST * : 1.100 (c) 1983-97 ENERCALC c:\enercalclstringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 Cal Aest Engineering Job No. 32-812 Aurora Meta No.1 Sheet No. 4),) Of Cathedral 014, CIO. Calculated By —Date 412254 Checked By Dote Phone:(760) 526-6150 . . . . . . . . . . . . . . . . . . . . . . . . . �p. . . . . . . . . . . . . . .. 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 OVA 01 v . . . . . . . . . . = .,77 >-1 I . . . . . . . - Z_ A -01U . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description : SFD Scope: Job # Steel Column Page 1 j General Information Description STEEL ALONG LINE 16, AREA 3, 4, 10 Steel Section TS6X6X1/2 F 36.0 ksi X -X Sidesway : Sway Allow Duration Factor 1.330 Y -Y Sidesway : Sway Allow Column Height 12.750 ft Kxx 2.100 End Fixity X -X Unbrace 12.750 ft Kyy 2.100 Live & Short Term Loads Combined Y -Y Unbrace 12.750 ft Loads Axial Load... Dead Load 2.10 k Ecc. for X -X Axis Moments in Live Load 2.40 k Ecc. for Y -Y Axis Moment in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.316 k 12.750 in Along X -X ( y moments ) k in Column Design OK Section: TS6X6X1/2, Height = 12.75ftAxlal Loads: DL = 2.10, LL = 2.40, ST = 2.40k, Ecc. = 0.000 Combined Stress Ratios Dead Live DL + LL DL + Short AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.029 0.033 0.062 0.137 Stresses ' Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 7.02 ksi 7.02 ksi 7.02 ksi 9.34 ksi fa : Actual 0.20 ksi 0.23 ksi 0.43 ksi 0.43 ksi Fb:xx : Allow [F1-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [F1-7) & [171-8) 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 2.87 ksi Fb:yy : Allow [F1-6) 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [F1-7) & [F1-8) 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 7,024 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 7,024 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 9,342 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Fey: DL+LL+ST 9,342 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.258 in at 12.750 ft Max Y -Y Axis Deflection 0.000 in a 0.000 ft (c) 1983-97 ENERCALC c:lenercalc�stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Steel Column Job # Page 2 Section Properties Steel Section TS6X6X1/2 Depth 6.00 in Weight 35.33#/ft Web Thick 0.500 in bo( 50.50 in4 Width 6.000 in lyy 50.50 in4 Flange Thick 0.500 in Sxa 16.833 in3 Area 10.40 in2 Syy 16.833 in3 Misc 0.000 in r -roc 2.204 in r-yy 2.204 in 1997 (c) 1983-97 ENERCALC c:Xenercalc\stringer.ecw KW -0601715, V5.0.1, 15-Mar- 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-326-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # 176 Steel Column Base Plate Page 1 General information Allow Concrete Bearing Description STEEL ALONG LINE 16, AREA 3, 4, 10 0.412 in Axial Load 4.50 k Steel Section TS6x6x1/2 X -X Axis Moment 4.10 k -ft Section Depth 6.000 in Plate Analysis for Specified Thickness Section Width 6.000 inFlange Plate Height 12.000 in Thick 0.500 in Plate Width 12.000 in Web Thick 0.500 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 2 Fy 36.00 ksi Tension Capacity 6.680 k LDF 1.330 Bolt Area 0.303 in2 Plate Design Allow Concrete Bearing Min. Req'd Plate Thick 0.412 in Per ACI 10.15 0.0 psi Analysis Type 1 Per AISC J9 0.0 psi Tension Force per Bolt 1.484 k Plate Analysis for Specified Thickness Bearing Stress 296.38 psi Plate Thickness 0.5000 in Max Plate Capacity for Max Allow Plate Fb 35,910.0 psi Allow. Bearing 0.00k Actual fb 24,387.8 psi L \STRINGER.ECW. KW -0601715, V5.0.1, 15 -Mar -f&9 Gal West Engineering Job No. 32-812 Aurora Meta No.1 Sheet No.�-7 Of Cathedral Vtq, Ga. Calculated By Date 92234 Checked By Date Phone:('160) 328-8150 3 44, C-;-1 -fie O,Os 15 M, A,oz� t� 'rte. - Z , n • �,�'�' 2 " �, �" �,,,� 2 1� �-� 7-7 a •31 hoop 7,, Z, '1 1 noa v _ -75 ,3b3 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 'FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope : General Information Description STEEL ALONG LINE 16, AREA 3, 4, 10 Allowable Soil Bearing 1,500.0 psf Short Term Increase 1.330 in Base Pedistal Height 0.000 in Seismic Zone 4 Job # Dimensions... Width along X -X Axis 3.000 ft Length along Y -Y Axis 3.000 ft Footing Thickness 12.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 6.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 6.00 in fc 2,500.0 psi Actual Allowable Fy 60,000.0 psi Min Steel 0.0014 Concrete Weight 145.00 pcf Rebar Cover 3.00 in Loads Required Steel Area 0.151 in2 "X Ecc, of Resultant Applied Vertical Load... 8.318 in Vu: 1 -Way 8.484 Dead Load 2.100 k ...ecc along X -X Axis 0.000 in Live Load 2.400 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 4.024 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 3.00 ft x 3.00 ft Footing, 12.0 in Thick, w/6.00 x 6.00 in column 0.0 in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 645.0 .1,598.9 psf Max Mu/Phi 1.452 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.151 in2 "X Ecc, of Resultant 0.000 in 8.318 in Vu: 1 -Way 8.484 85.000 psi "Y' Ecc, of Resultant 0.000 in 0.000 in, Vu: 2 -Way 10.745 170.000 psi X -X Min. Stability Ratio 999,000:1 1.500 :1 Y -Y Min. Stability Ratio 2.164:1 (c) 1983-97 ENERCALC cAenercalc\stringer.ecw KW -0801715, V5.0.1, 15 -Mer - CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description : SFD Scope: Job # General Footing Analysis & Design Page 2 j Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn • Phi Two -Way Shear 10.74 9.78 2.95 psi 170.00 psi One -Way Shears.. Vu/Phi @ Left 3.61 8.48 2.95 85.00 psi Vu/Phi @ Right 3.61 -0.94 -0.60 85.00 psi Vu/Phi @ Top 3.61 3.24 0.97 85.00 psi Vu/Phi @ Bottom 3.61 3.24 0.97 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru As Reg'd Mu/Phi @ Left 0.68 -0.13 -0.10 k -ft 8.4, psi 0.15 in2 Mu/Phi @ Right 0.68 1.45 0.50 17.9 0.15 Mu/Phi @ Top 0.68 0.61 0.18 8.4 0.15 Mu/Phi @ Bottom 0.68 0.61 0.18 8.4 0.15 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 645.00 645.00 645.00 645.00 psf DL + LL + ST 0.00 1,598.90 645.00 645.00 psf Factored Load Soil Pressures ACI Eq. 9-1 983.00 983.00 983.00 983.00 psf ACI Eq. 9-2 0.00 2,238.46 903.00 903.00 psf ACI Eq. 9-3 0.00 844.07 340.50 340.50 psf ACI Factors (per ACI, applied internally to entered loads) i 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 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST • : 1.100 (c) 1983-97 ENERCALC cAenercalclstringer.ecw KW -0601715, V5.0.1, 15 -Mer -1997 Coal Hast Enginooring Job No. 52-512 Aurora %Aota No.1 Sheet No. qD Of Cathedral City, Coo. Calculated By Date 142254 Checked 59 Date Phone :(-160) 5288150 ........... .@.. . ori NSC O ,r O .. . . . . . . ... f:). 177 . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . ov -7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1ti. . . k-77-1 111 10)c . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # Steel Column page General Information Description STEEL ALONG LINE 28, AREAS 3 AND 4 Steel Section W14X26 F 36.0 ksi X -X Sidesway : Sway Allow Duration Factor 1.330 Y -Y Sidesway : Sway Allow Column Height 11.500 ft Kxx 2.100 End Fixity X -X Unbrace 11.500 ft Kyy 1.000 Live & Short Term Loads Combined Y -Y Unbrace 11.500 ft Loads Axial Load... Dead Load 1.10 k Ecc. for X -X Axis Moments in Live Load 1.10 k Ecc. for Y -Y Axis Moment in ShortTerm Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.720 k 11.500 in Along X -X ( y moments) k in Column Design OK Section: W14X26, Height = 11.50ftAxlal Loads: DL = 1.10, LL = 1.10, ST = 1.10k, Ecc. = 0.000inU Combined Stress Ratios Dead Live DL + LL DL + Short AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.016 0.016 0.031 0.382 Stresses i Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 9.09 ksi 9.09 ksi 9.09 ksi 12.08 ksi fa : Actual 0.14 ksi 0.14 ksi 0.29 ksi 0.29 ksi Fb:xx : Allow [F1-6] 14.15 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 18.83 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 6.74 ksi Fb:yy : Allow [F1-6] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Fb:xx : Allow [F1-7] & [F1-8] 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 56,649 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 9,085 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 75,343 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 12,084 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X X Axis Deflection -0.212 in at 11.500 ft Max Y -Y Axis Deflection 0.000 in a 0.000 ft (c) 1983-97 ENERCALC c:lenercalc\stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-81.2 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 a Title: STRINGER RESIDENCE • Dsgnr: Date: Description: SFD Scope: Steel Column Job # Page 2 ercalclstringer.ecw KW -0601715, V5.0.1,15 -Mar -1997 1 Section Properties Steel Section W14X26 Depth 13.91 in Weight 26.12#/ft' Web Thick 0.255 in Iia 245.00 in4 Width 5.025 in In 8.91 in4 Flange Thick 0.420 in Sxa 35.226 in3 Area 7.69 in2 Syy 3.546 in3 Misc 1.280 in r-xa 5.644 in r-yy 1.076 in ercalclstringer.ecw KW -0601715, V5.0.1,15 -Mar -1997 1 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description : SFD Scope : Steel Column Base Plate General Information Description STEEL ALONG LINE 28, AREAS 3 AND 4 Axial Load 2.20 k Steel Section W14x26 X -X Axis Moment 19.80 k -ft Section Depth 13.910 in Section Width 5.025 in Plate Height 18.000 in Flange Thick 0.420 in Plate Width 12.000 in Web Thick 0.255 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 2 Fy 36.00 ksi Tension Capacity 12.120 k LDF 1.330, Bolt Area 0.606 in2 Summa Plate Design Allow Concrete Bearing Min. Req'd Plate Thick 0.619 in Per ACI 10.15 0.0 psi Analysis Type 1 Per AISC J9 0.0 psi Tension Force per Bolt 6.880 k Plate Analysis for Specified Thickness Bearing Stress 483.63 psi Plate Thickness 0.7500 in Max Plate Capacity for Max Allow Plate Fb 35,910.0 psi Allow. Bearing 0.00k Actual fb 9,450.1 psi Job it Page 1 (c) 1983-97 ENERCALC CNENERCALMSTRINGER:ECW KW -0601715, V5.0.1, 15 -Mar -1997 Gal YUist 157gineering Job No. 32-812 Aurora Meta No.l Sheet No. Of Cathedral Clty, Co. Calculated By Date g2254 Checked By Date Phone:(760) 328-8150 ��.' 13,11 • x,025-� l�-�t1c. -7o 4, 13 ,J = 1,721 " 2.41 ` �,, z bfll-, s. 1 c�� 31..5-7-7 1Coo looDoo 7- x x lZ x CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: General Footing Analysis & Design General Information Description STEEL ALONG LINE 28, AREAS 3 AND 4 Allowable Soil Bearing 1,500.0 psf Short Term Increase 1.330 in Base Pedistal Height 0.000 in Seismic Zone 4 Job # Dimensions... Width along X -X Axis 6.000 ft Length along Y -Y Axis 6.000 ft Footing Thickness 18.00 in Page 1 Overburden Weight 0.00 psf Col Dim. Along X -X Axis 13.91 in Live & Short Term Combined Col Dim. Along Y -Y Axis 0.00 in Pc 2,500.0 psi Actual Allowable Fy 60,000.0 psi Min Steel 0.0014 Concrete Weight 145.00 pcf Rebar Cover 3.00 in Loads Required Steel Area 0.252 in2 j Applied Vertical Load... 23.689 in Vu: 1 -Way 6.069 Dead Load 1.100 k ...ecc along X -X Axis 0.000 in Live Load 1.100 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 19.800 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 6.00 ft x 6.00 ft Footing, 18.0 in Thick, w/13.91 x 0.00 in column 0.0 in high DL+LL DL+LL+ST - Actual Allowable Max Soil Pressure 278.6 1,086.3 psf Max Mu/Phi 2.745 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.252 in2 "X Ecc, of Resultant 0.000 In 23.689 in Vu: 1 -Way 6.069 85.000 psi "Y' Ecc, of Resultant 0.000 in . 0.000 in Vu: 2 -Way 2.987 170.000 psi X -X Min. Stability Ratio 999,000:1 1.500:1 Y -Y Min. Stability Ratio 1.520:1 (c) 198397 ENERCALC cAenercalc\stringer.ecw KW -0601715, V5.0.1, 15 -Mar - CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-3284583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # General Footing Analysis & Design Page 2 Footing Design ACI 92 ACI 9-3 Ru As Reo'd Mu/Phi @ Left 0.31 Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn • Phi Two -Way Shear 2.38 2.99 1.17 psi. 170.00 psi One -Way Shears... Mu/Phi @ Bottom 0.47 0.43 0.14 2.1 0.25 Vu/Phi @ Left 0.55 6.07 3.33 85.00 psi Vu/Phi @ Right 0.55 -1.98 -1.27 85.00 psi Vu/Phi @ Top 0.84 0.75 0.22 85.00 psi Vu/Phi @ Bottom 0.84 0.75 0.22 85.00 psi Moments ACI 9-1 ACI 92 ACI 9-3 Ru As Reo'd Mu/Phi @ Left 0.31 -0.99 -0.64 k -ft 4.4 psi -0.25 int Mu/Phi @ Right 0.31 2.74 1.50 12.2 0.25 Mu/Phi @ Top 0.47 0.43 0.14 2.1 0.25 Mu/Phi @ Bottom 0.47 0.43 0.14 2.1 0.25 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 278.61 278.61 278.61 278.61 psf DL + LL + ST 0.00 1,086.29 278.61 278.61 psf Factored Load Soil Pressures ACI Eq. 9-1 399.22 399.22 399.22 399.22 psf ACI Eq. 9-2 0.00 1,520.80 390.06 390.06 psf ACI Eq. 9-3 0.00 870.44 223.25 223.25 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 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST • : 1.100 (c) 1983-97 ENERCALC c:Xenercalc\stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 . Gal West Engineering Job I No. 32-812 Aurora Meta No.l Sheet No. Of Cathedral City, Ga. Calculated By Date g2234 Checked By Date Phone:(i60) 328-8150 �KL�IIZn CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Steel Column General Information Description STEEL ALONG LINE 28, AREAS 3 AND 4 Job # 8 Page 1 Steel Section TS6X6X1/2 F 36.0 ksi X -X Sidesway : Sway Allow Duration Factor 1.330 Y -Y Sidesway : Sway Allow Column Height 11.500 ft Kxx 2.100 End Fixity X -X Unbrace 11.500 ft Kyy 2.100 Live & Short Term Loads Combined Y -Y Unbrace 11.500 ft Loads Axial Load... Dead Load 3.10 k Ecc. for X -X Axis Moments in Live Load 3.50 k Ecc. for Y -Y Axis Moment in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.352 k 11.500 in Along X -X ( y moments ) k in Oununair Column Design OK Section: TS6X6X1/2, Height = 11.50ftAxial Loads: DL = 3.10, LL = 3.50, ST = 3.50k, Ecc. = 0.000 Combined Stress Ratios Dead Live DL + LL DL + Short AISC Formula H1 - 1 AISC Formula H1 - 2 A18C Formula H1 - 3 0.035 0.039 0.074 0.147 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 8.53 ksi 8.63 ksi 8.63 ksi 11.48 ksi fa : Actual 0.30 ksi 0.34 ksi 0.63 ksi 0.63 ksi Fb:xx : Allow [F1-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 2.89 ksi Fb:yy : Allow [171-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 8,634 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 8,634'psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 11,483 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 11,483 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.211 in at 11.500 ft Max Y -Y Axis Deflection 0.000 in a 0.000 ft (c) 1983-97 ENERCALC c:\enercalc\stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # Steel Column Page 2 i Section Properties Steel Section TS6X6X1/2 Depth 6.00 in Weight 35.33#/ft Web Thick 0.500 in Ixx 50.50 in4 Width 6.000 in lyy 50.50 in4 Flange Thick 0.500 in Sxa 16.833 in3 Area 10.40 in2 Syy 16.833 in3 Misc 0.000 in r-xa 2.204 in r-yy 2.204 in (c) 1983-97 ENERCALC c:\enercalc\stringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description : SFD Scope Job # So Steel Column Base Plate Page 1 General Information Description STEEL ALONG LINE 28, AREA 3 AND 4 Axial Load 6.70 k Steel Section TS6x6x112 X -X Axis Moment 4.05 k -ft Section Depth 6.000 in Section Width 6.000 in Plate Height 12.000 in Flange Thick 0.500 in Plate Width 12.000 in Web Thick 0.500 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 2 Fy 36.00 ksi Tension Capacity 6.680 k LDF 1.330 Bolt Area 0.334 in2 Summa Plate Design Allow Concrete Bearing Min. Req'd Plate Thick 0.415 in Per ACI 10.15 0.0 psi Analysis Type 1 Per AISC J9 0.0 psi Tension Force per Bolt 1.080 k Plate Analysis for Specified Thickness Bearing Stress 283.97 psi Plate Thickness 0.5000 in Max Plate Capacity for Max Allow Plate Fb 35,910.0 psi Allow. Bearing 0.00k Actual fb 24,770.5 psi. (c) 1983-97 ENERCALC C:\ENERCALC\STRINGER.ECW KW -0601715, V5.0.1, 15 -Mar -1997 Gal West Engineering Job No. 32-812 Aurora Mata No.l Sheet No. Of Cathedral Coity, Ga. Calculated By Date 92234 Checked By Date Phone:(160) 328-8150 44,0 A -e c� �•b� 1,0� 2 �.DfoK :Il Z �� - - (23 -1 - a" . ,�•�o- ��•°'�� �� � Ate:. :C��:.�� . do�Cz•�� =- 3�� AA .hzo�n►�7 I 0 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description : SFD Scope: Job # General Footing Analysis & Design Page 1 1 General Information Description STEEL ALONG LINE 28, AREAS 3 AND 4 Allowable Soil Bearing 1,500.0 psf Short Term Increase 1.330 in Base Pedistal Height 0.000 in Seismic Zone 4 Dimensions... Width along X -X Axis 3.000 ft Length along Y -Y Axis 3.000 ft Footing Thickness 12.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 6.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 6.00 in Pc 2,500.0 psi Actual Allowable Fy 60,000.0 psi Min Steel 0.0014 Concrete Weight 145.00 pcf Rebar Cover 3.00 in Loads Required Steel Area 0.151 in2 "X' Ecc, of Resultant Applied Vertical Load... 6.098 in Vu: 1 -Way 9.780 Dead Load 3.140 k ...ecc along X -X Axis 0.000 in Live Load 3.525 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 4.050 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. 3.00 ft x 3.00 ft Footing, 12.0 in Thick, w/6:00 x 6.00 in column 0.0 in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 885.6 1,785.7 psf Max Mu/Phi 1.708 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.151 in2 "X' Ecc, of Resultant 0.000 in 6.098 in Vu: 1 -Way 9.780 85.000 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Vu: 2 -Way 15.901 170.000 psi X -X Min. Stability Ratio 999.000:1 1.500 :1 Y -Y Min. Stability Ratio 2.952:1 (c) 1983-97 ENERCALC c:\enercalclstringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description : SFD Scope: Job # S3 General. Footing Analysis & Design Page 2 i Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn ` Phi Two -Way Shear 15.90 14.28 4.33 psi 170.00 psi One -Way Shears... Vu/Phi @ Left 5.34 9.78 3.24 85.00 psi Vu/Phi @ Right 5.34 -0.17 -0.33 85.00 psi Vu/Phi @ Top 5.34 4.80 1.45 85.00 psi Vu/Phi @ Bottom 5.34 4.80 1.45 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru As Req'd Mu/Phi @ Left 1.00 0.09 -0.02 k -ft 12.4 psi 0.15 .in2 Mu/Phi @ Right 1.00 1.71 0.56 21.1 0.15 Mu/Phi @ Top 1.00 0.90 0.27 12.4 0.15 Mu/Phi @ Bottom 1.00 0.90 0.27 12.4 0.15 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 885.56 885.56 885.56 885.56 psf DL + LL + ST 0.00 1,785.67 885.56 885.56 psf Factored Load Soil Pressures ACI Eq. 9-1 1,357.28 1,357.28 1,357.28 1,357.28 psf ACI Eq. 9-2 0.00 2,499.94 1,239.78 1,239.78 psf ACI Eq. 9-3 0.00 896.31 444.50 444.50 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 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST ` : 1.100 UBC 1921.2.7 "1.4" Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 (c) 1983-97 ENERCALC cAenercal6stringer.em KW -0601715. V5.0.1, 15 -Mer -1967 Coal Hest Engineering Job No. 32-812 Aurora Vista No.1 Sheet No. Of Cathedral City, Co. calculated By -Date C12254 Checked By Date Phone:('160) 528-5150 .......... .................... �7 . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . l IS . . . . . . . . . . . . . . . . . V� . . . . . . . .. . . . . . . . . . . . 'a" 9 -77- 17- t5 v (1 -7 L- Z + 05-r Z- ' �. c-("- I'- 1 II . . . .. . . . . . . . . . . . . . j CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # SS Steel Column Page 1 General Information Description TUBE STEEL ALONG LINE 30, AREA 4 Steel Section TS6X6X1/2 F 36.0 ksi X -X Sidesway,: Sway Allow Column Design OK Duration Factor 1.330 Y -Y Sidesway : Sway Allow Column Height 9.500 ft Combined Stress Ratios Kxx 2.100 End Fixity X -X Unbrace 9.500 ft Kyy 2.100 Live & Short Term Loads Combined Y -Y Unbrace 9.500 ft AISC Formula H1 - 2 Loads AISC Formula H1 - 3 Axial Load... 0.017 0.033 0.164 Dead Load 2.00 k Ecc. for X -X Axis Moments in Cm:y DL+LL Live Load 2.10 k Ecc. for Y -Y Axis Moment in Live Short Term Load 4.10 k DL + Short Fa: Allowable 11.85 ksi Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.533 k 9.500 in Along X -X ( y moments) Fb:xx : Allow [F1-6] k in """"""'�' ■ 23.76 ksi 23.76 ksi Column Design OK Section : TS6X6X1/2, Height = 9.50ftAxial Loads: DL = 2.00, LL = 2.10, ST = 2.10k, Ecc. = 0.000 Combined Stress Ratios Dead Live DL + LL DL + Short AISC Formula H1 - 1 0.00 ksi 0.00 ksi Analysis Values AISC Formula H1 - 2 AISC Formula H1 - 3 0.016 0.017 0.033 0.164 Stresses F'ey : DL+LL 12,652 psi Cm:y DL+LL 0.85 Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 11.85 ksi 11.85 ksi 11.85 ksi 15.77 ksi fa : Actual 0.19 ksi 0.20 ksi 0.39 ksi 0.79 ksi Fb:xx : Allow [F1-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 3.61 ksi Fb:yy : Allow [F1-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [171-7] & [171-8] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 12,652 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 12,652 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 16,827 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Fey: DL+LL+ST 16,827 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.180 in at 9.500 ft Max Y -Y Axis Deflection 0.000 in a 0.000 ft (c) 1983-97 ENERCALC c:\enercalclstringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # Sd Steel Column Page 2 Section Properties Steel Section TS6X6X112 Depth 6.00 in Weight 35.33#/ft Web Thick 0.500 in box 50.50 in4 Width 6.000 in lyy 50.50 in4 Flange Thick 0.500 in Sia 16.833 in3 Area 10.40 int Syy 16.833 in3 Misc 0.000 in r -pox 2.204 in r-yy 2.204 in (c) 1983-97 ENERCALC cAenercalclstringer.ecw KW -0601715, V5.0.1, 15 -Mar -1997 1 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 Title: STRINGER RESIDENCE Job # Dsgnr: Date: Description: SFD Scope: w►�: i ou-spa-� oas 57 Steel Column Base Plate Page 1 General Information Description TUBE STEEL ALONG LINE 30, AREA 4 Axial Load 4.10 k • Steel Section TS6x6x1/2 X -X Axis Moment 5.10 k -ft Section Depth 6.000 in Bearing Stress 356.00 psi Section Width 6.000 in Plate Height 12.000 in Flange Thick 0.500 in Plate Width 12.000 in Web Thick 0.500 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 2 Fy 36.00 ksi Tension Capacity 6.680 k LDF 1.330 Bolt Area 0.334 in2 Plate Design 0.0 psi Min. Req'd Plate Thick 0.447 in Analysis Type 1 Tension Force per Bolt 2.169 k Bearing Stress 356.00 psi Max Plate Capacity for Allow. Bearing 0.00k Allow Concrete Bearing Per ACI 10.15 0.0 psi Per AISC J9 0.0 psi Plate Analysis for Specified Thickness Plate Thickness 0.5000 in Max Allow Plate Fb 35,910.0 psi Actual fb 28,714.3 psi It (c) 1983=97 ENERCALC C:\ENERCALC\STRINGER.ECW KW -0801715, V5.0.1, 15 -Mar -1997 Gal Asst Engineering Job No. 32-812 Aurora Mato No.1 Sheet No Of Cathedral Coltq, Ca. Calculated By Date 92254 Checked By Date Flio ne:(760) 528-0150 1 1W, v - , r-) �� --) r. Vt� �2- ... . . . . k } CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description: SFD Scope: Job # S� General Footing Analysis & Design page 1 i General Information -� Description TUBE STEEL ALONG LINE 30, AREA 4 Allowable Soil Bearing 1,500.0 psf Short Term Increase 1.330 in Base Pedistal Height 0.000 in Seismic Zone 4 Dimensions... Width along X -X Axis 4.000 ft Length along Y -Y Axis 4.000 it Footing Thickness 12.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 6.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 6.00 in fc 2,500.0 psi Max Soil Pressure 401.2 Fy 60,000.0 psi Min Steel 0.0014 Concrete Weight 145.00 pcf Rebar Cover 3.00 in Loads 9.533 in Vu : 1 -Way 8.548 Applied Vertical Load... 0.000 in 0.000 in Vu : 2 -Way Dead Load 2.000 k ...ecc along X -X Axis 0.000 in Live Load 2.100 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 5.100 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 4.00 ft x 4.00. ft Footing, 12.0 in Thick, w/6.00 x 6.00 in column 0.0 in high DL+LL DL+LL+ST Actual Max Soil Pressure 401.2 887.5 psf Max Mu/Phi 1.447 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area "X Ecc, of Resultant 0.000 in 9.533 in Vu : 1 -Way 8.548 "Y' Ecc, of Resultant 0.000 in 0.000 in Vu : 2 -Way 10.579 X -X Min. Stability Ratio 999.000:1 1.500 :1 Y -Y Min. Stability Ratio 2.518:1 Allowable 0.151 in2 85.000 psi 170.000 psi (c) 1983-97 ENERCALC c:\enercalc\stringer.ecw KW -0601715. V5.0.1, 15 -Mar -1997 CAL WEST ENGINEERING 32-812 AURORA VISTA CATHEDRAL CITY, CA 92234 TEL: 760-328-8150 FAX: 760-328-1583 Title: STRINGER RESIDENCE Dsgnr: Date: Description : SFD Scope: Job # General Footing Analysis & Design Page z Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn • Phi Two -Way Shear 10.58 9.54 2.99 psi 170.00 psi ,One -Way Shears... Vu/Phi @ Left 3.95 8.55 3.30 85.00 psi Vu/Phi @ Right 3.95 -1.24 -0.93 85.00 psi 243.00 243.00 psf Vu/Phi @ Top 3.95 3.57 1.15 85.00 psi 0.750 UBC 1921.2.7 "1.4" Factor 1.400 Vu/Phi @ Bottom 3.95 3.57 1.15 85.00 psi 1.700 Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru As Reo'd _ Mu/Phi @ Left 0.68 -0.19 - -0.16 k -ft 8.4 psi 0.15 in2 Mu/Phi @ Right 0.68 1.45 0,55 17.9 0.15 Mu/Phi @ Top 0.68 0.61 0.19 8.4 0.15 Mu/Phi @ Bottom 0.68 0.61 0.19 8.4 0.15 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 401.25 401.25 401.25 401.25 psf DL + LL + ST 0.00 887.52 401.25 401.25 psf Factored Load Soil Pressures ACI Eq. 9-1 601.12 601.12 601.12' 601.12 psf ACI Eq. 9-2 0.00 1,242.53 561.75 561.75 psf ACI Eq. 9-3 0.00 537.49 243.00 243.00 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 1.400 UBC 1921.2.7 "0.9" Factor _ 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST' : 1.100 (c) 1983-97 ENERCALC cAenercal6stringenecw KW -0601715, V5.0.1, 15 -Mar -1997