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BPAT2019-0074 Structual Cals
STRUCTURAL CALCULATIONS Project: Hoyt & Nancy Chitwood 50-330 Valencia Court La Quinta, CA 92253 Code: 2016 C.B.C. RECEIVED JAN 0 2 2019/'�e- INTERWEST CONSULTING GROUP REVIEWED JAN 0 7 2019 INTERWEST CONSULTING GROUP Date: November 18, 2019 TABLE OF CONTENTS FramingPlan................................................................ 1 Beam #1 Design........................................................... Beam#2 Design............................................................ Beam43 Design............................................................ Column # 1 Design ....................................................... Column#3 Design......................................................... Footing41 Design.......................................................... Footing43 Design.......................................................... PurlinDesign................................................................ 0-pF CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE � pov 97[�F F S 5►�- Exp. Date-6/30/21 2 3 4 5 6 7 8 9 Q LA w U w C 7F Page 1 of 10 (N) 4x6 PC w/ EPG64 (J] 4x6 f W/ PG64 (N) 4x6 POST w/ PG64 PG IW I [ f 1UL t W (E)2x6 RA7R5 Q 24" o.�. } — _T {FJ f (E) 4x6 POST w/ EP664 PG CHITWOOD - PARTIAL ROOF FRAMING PLAN 5GALE: 1/4" = 1' - O" y Page 2 of 10 WOOD BEAM ANALYSIS 2018 CBC HOYT CHITWOOD Beam #1 SLOPED ROOF: LOAD1 LOAD2 DL = 20.00 psf psf With allowable reductionns per code LL = 20.00 psf psf _ TL = Trib Area = 40.00 sf 0.00 2e 0,00 ft 0.00 ft Clear Soan = 25 4792 ft DL = 0.00 Ilf 0.00 plf 2' Parapet Wall @ 7,0 psf = 0.00 ilf 0.00 If 131 = ft Beam Wt = 13.13 Klif - BEAM Total DL = 13,13 Pif 0.00 pif LL = 0,00 plf - plf B2 = ft TL per Roof Area = 13,13 J If 0.00 TOTAL LOAD TL = 13,13 )If # Spans Beam L th L = 1 25.48 ft DSS = Dense Select Structural Max Reaction R) = 4,531 tlbs SS = Select Structural P = 5.489 Moment M - 326,229 n-Ibs D = Dense R2 = 1,293 Parallam 1 r 5 1/4" 2.0E PSL ! 11 1/4" Deep PSL w R1 = 4,196 Try Section:. R1' = 334.54 b in din Lumber Nominal Size = X DISf sgaind if Parallam is SehxlecQ Design Dimensions = 5.25 X 11.26 2.900 psi 290 osi 750 psl 2.000,000 Iasi 32 ,pd Area A = 59,0625 in12 Fb = Section Mod S) = 110,7422 n13 Fv = Moment of Inertia 1) = 622.9249 1 in44 -Fcperp = d = 0,9375 ft E = Modified Shear V' = 4,518.65 Ibs Densit = fv = 1.5V/A = 114.76 psi (Adjustment Factors - CD = 1.25 CIF = 1.00 CAI = 1.00 Cr = 1.00 Ct = 1,00 CH = 1.00 CL = 1.00 SHEAR: ALLOW ACTUAL F'v = Fv CD CM)(Ct)(CH) = 362.50 si 114.76 psi OK BENDING: fb = 2,945.84 si F'b = Fb CD CM Ct CL CF Cr = 3,625.00 ps, 2,945.84 psi 1OK DEFLECTION: E' =ECM Ct = 2.000,000 psi defl = 5WtLA4/ 384FI = 0.09 in Allowable Defl = U360 = 0.85 in 0.09 in OK BEARING: lb = bearing length II to grain = Cb = Qb + 0.375 / lb = 2.75 1.00 in F'Sperp = Fc er CM Ct Cb = 750.00 1si Re 'd Area = Ab = R/F'c er = 6.04 inA2 Req'd (Ib) = A/b = 1.15 in. min 2.75 lin OK Governin ALLOWABLE LOAD CAPACITY W Wv Wb Wd 111.7 1209.4 412.3 111.7 Actual "W" = 13.1 OK CAMBER: Dead Load 0.0999 in Page 3 of 10 WOOD BEAM ANALYSIS HOYT CHITWOOD 2016 CBC Beam #2 SLOPED ROOF: LOAD1 LOAD2 DL = 20.00 psf )sf (With allowable reductionns per code) LL = 20.00 risf i)sf _ TL = 4D.OUI 1psf a00 psf Trib Area = 16.38 ft 4.56 ft Clear Span = 11.6670 ft DL = 327.50 pT 0.00 Pif 2' Parapet Wall @ 7,0 psf = 0,00 Pq 0.00 plf B1 = 23.7500 It Beam Wt = 15-38 pjf - BEAM Total DL = 342-88 plf 0.00 )If LL = 327.50 plf - plf B2 = 9 0000 ft TL per Roof Area = 670-39 plf 0.00 TOTAL LOAD TL = 670.38 plf # Spans Beam L th L = 1 11.67 ft DSS = Dense Select Structural Max Reaction R = 5,489 Ibs SS = Select Structural Moment M = 136,877 in-Ibs D = Dense Douglas Fir Larch W I No. 2 (2"-4") w � Lumber � _ Try Section? b JIW din Lumber Nominal Size = 6 X 12 (Disregard it Parallam is Selectecq Design Dimensions = 5.50 X 11.50 Area A = 63.2500 inA2 Fb = 875 pel Section Mod S = 121.2292 inA3 Fv = 95 si Moment of Inertia I = 697.0678 inA4 Fc er = 1,300 psi d = 0.9584 ft E = 1,600,000 psi Modified Shear . = 4.846.24 Ibs Densi = 35 pcf fv = 1.5V'/A = 114.93 psl (Ad'ustment Factors) - CD = 1.25 CIF = 1.00 CM = 1.00 Cr = 1.00 Ct = 1.00 CH = 1.00 CL = 1,00 SHEAR: ALLOW ACTUAL OK 4 P = 1513.5 F'v = Fv CD CM Ct CH = 118.75 p Si 114,93 sly L = 306 BENDING: a= 108 fb = 1,129.08 PM I I b= 198 F'b = Fb CD CM Ct CL CF Cr = 1,093.75 psi 1,129,08 p si OK Defl = 5.42648 DEFLECTION: E' =ECM .Ct . = 1,600,000, sl dell = P*aA2*bA2/ 3*E*I*L = 0-25 in Allowable Defl = L/240 = 0.58 1n 0.25 in OK BEARING: lb = bearing length II to grain = Cb =(lb + 0.375 / lb = 2.75 1.00 in F'cperp = Fcper CM C Cb = 1,300.00 psi Re 'd Area = Ab = R/F'c er = 4.22 in12 Re 'd Ib = A/b = 0.77 in, min 2.75 lin 10K Governin.9 ALLOWABLE LOAD CAPACITY W Wv Wb Wd 649.5 1027,2 649,5 1551.7 Actual "W" = 670.4 NG CAMBER: Dead Load 0.1282 in Page 4 of 10 WOOD BEAM ANALYSIS 2018 CBC HOYT CHITWOOD Beam #3 SLOPED ROOF: LOAD1 ILOAD2 DL = 20.00 psf Psf (With allowable reductionns er code LL = 20.00 psf psf TL = Trib Area = DL = 40.00 psf 0.00 Psf 5,38 ft 4,38 ft Clear S an = 11.0000 ft 107,50 If 0,00 pif 2' Parapet Wall 2 7.0 psf = 0,00 plf 0.00 Pif B1 = 2 0000 ft Beam Wt = Total DL = 12.70 plf - BEAM 120.20 plf 0.00 pif LL = 107.50 plf - plf B2 = B.7500 ft TL per Roof Area = 227.70 21f 0,00 TOTAL LOAD TL = 227,70 �If # Spans Beam Lgith (L) = 1 11.00 ft DSS = Dense Select Structural Max Reaction_ R) = 612 Ilbs SS = Select Structural Moment_ M = 45,896 in-Ibs D =Dense m Douglas Fir Larch I No .2 (2"-4") �~ Lumber Try Section: b in din. Lumber Nominal Size = 6 X 10 [Disregard if Parallam is Selected Design Dimensions = 5.50 X 9.50 Area A = 52.2500 inA2 Fb = 875 psi Section Mod S = 82.7292 in,A3 Fv = 95 P si Moment of Inertia I = 392.9636 in14 Fcjperp = 1,300 psi d = 0.7917 ft E = 1.600.000 psi Modified Shear = 431,67 11tis Density = 35 >cf fv = 1.5V'/A = 12.39 psi Adjustment Factors - CD = 1.25 CF = 1.00 CM = 1.00 Cr = 1.00 Ct = 1.00 CH = 1.00 CL = 1.00 SHEAR: ALLOW ACTUAL P = 1513.5 F'v = Fv CD CM C CH = 118.75 psi 12.39 psi OK L = 306 BENDING: a= 108 fb = 554.77 psi b= 198 F'b = Fb(CD)(CM)(Ct) CL CF Cr = 1,093.75 psi 554.77 psi OK Defi = 9.62589 'DEFLECTION: E' =ECM Ct) = 1,600,000 psi dell = P'aA2"bA2l 3'E"I'L = 0.11 in Allowable Defl = U240 = 0.55 in 0.11 in OK BEARING: lb = bearing length II to grain = Cb= Ib+0.375 /Ib= 2.75 1.00 in F'cperp = Fc er CM Ct Cb = 1,300.00 psi Re 'd Area = Ab = RIF'c er = 0.47 inA2 Re 'd(lb) = A/b = 0.09 in. min 2.75 In OK Governing ALLOWABLE LOAD CAPACITY W Wv Wb Wd 498.6 878.6 498.6 1049.7 Actual "W" = 227.7 OK CAMBER: Dead Load 0.0630 in Page 5 of 10 5.5 HOYT CHITWOOD COLUMN #1 0 E = Fb = CD = 1.60 Wind factor 2,000,000 psi CM = 1.00 2,900 psi Ct = 1.00 Fc = 1,350 psi Cr = 1.00 Reaction (R) = 4,531 Moment (M) _ - Cfu = 1.00 Kce = 0.30 c = 0.80 Ke = 1.00 Ibs in-Ibs T Section: b (in) d (in) Rough Sawn Dim = 3.5 5.5 Wt / Ft = 13.00 plf = 130 Ibs Stron Weak AXIAL: Column L th (L) = 10.00 ft 10.00 ft Area A = 19.2500 inA2 19.2500 inA2 Section Mod (S) = 17.6458 inA3 11.229167 inA3 Moment of Inertia I = 48.5260 inA4 19.651042 inA4 Ke,(le)/dx = 21.8182 34.285714 Use Max le/d = 34.2857 OK E' = 2,,000,000 psi Fce = KceE'/(le/d)"2 = 510.42 psi CF = 1.00 Fc" = Fc(CD)(CM)(Ct)(CF) = 2,160.00 psi Fce/Fc" = 0.2363 1+Fce/Fc" /2c = 0,7727 Cp = 0.2234 Fc'=Fc(CD)(CM)(Ct)(Cp) = 482.64 psi fc=P/A = 235.37 psi Allowable Increase BENDING: fb1 = psi Fb1 = Fb CD (CM) Ct„(CF) = 7,424.00 psi Combined Stress Ratio <=l..Ol 0.2378 OK Page 6 of 10 5.5 HOYT CHITWOOD COLUMN Wind factor CD = 1.60 E = 1,600,000 psi CM = 1.00 Fb = 875 psi Ct = 1.00 Fc = 1,350 psi Cr = 1.00 Cfu = 1.00 Kce = 0.30 c = 0.80 Reaction (R) = Moment (M) = Ke = 1.00 612 Ibs - in-Ibs T Section: b (in) d (in) Rough Sawn Dim = 3.5 5.5 Wt / Ft = 13.00 If = 130 Ibs Strong Weak AXIAL: ft _ Column Lgth (L) = 10.00 ft 10.00 Area (A) = 19.2500 inA2 19.2500 inA2 Section Mod (S) = 17.6458 inA3 11.229167 inA3 Moment of Inertia (1) = 48.5260 inA4 19.651042 inA4 Ke(le)/dx = 21.8182 34.285714 Use Max le/d = 34.2857 OK E' = 1,600,000 psi Fce = KceE'/(le/d)"2 = 408.33 psi CF = 1.00 Fc" = Fc(CD)(CM)(Ct)(CF) = 2,160.00 psi Fce/Fc" = 0.1890 (1+Fce/Fc")/2c = 0.7432 Cp = 0.1810 Fc'=Fc(CD)(CM)(Ct)(Cp) = 391.04 psT fc=P/A = 31.79 psi Allowable Increase BENDING: - psi fb1 = Fb1 = Fb(CD)(CM)(Ct)(CF) = 2,240.00 psi Combined Stress Ratio <=1.01 0.0066 OK Page 7 of 10 FOOTING ANALYSIS HOYT CHITWOOD Footing #1 Column Size = 5.50 in Roof Column Load (Pdl) = 4,531 Ibs Balcony Total Load = - Ibs Total = 4,531 Ibs Moment (M) = - ft-Ibs Assume Soil Pressure = 1,500 psf Assume Footing Size = 1.7380 ft square Use Footing Size = 2.00 ft square Assume Depth = 12 in Net Soil Pressure = 1,133 psf Wt. of Footing = 150 psf Pgross = 1,283 psf <= qa = 1,283 psf = 1.3333 c= 1 qb = - psf qmax = 1,283 psf qmin = (1,283) psf Req'd Size = gmax/SP = 0.86 ft^2 Req'd Footing Size = 0.92 ft square Use Footing Size = 0.93 ft square Assume bar diam = 0.625 in Average dv = 8.38 in Column Size + 2*d/2 = 1.16 ft Vv = Pnet(Ftg Size-B30) = (535) Ibs Allowable v = 2*SQRT(FC') 109.54 psi b = 55.50 dv=V/bv = (0.0879) fc' = 3,000 psi 1,500 psf OK Page 8 of 10 FOOTING ANALYSIS HOYT CHITWOOD Footing #3 Column Size = 5.50 in Roof Column Load (Pdl) = 612 Ibs Other Load = - Ibs Total = 612 Ibs Moment (M) = - ft-Ibs Assume Soil Pressure = 1,500 psf Assume Footing Size = 0.6387 ft square Use Footing Size = 1 50 ft square Assume Depth = 12 in Net Soil Pressure = 272 psf Wt. of Footing = 150 psf Pgross = 422 psf <= qa = 422 psf 1 = 0.4219 c= 1 qb = - psf qmax = 422 psf qmin = (422) psf Req'd Size = gmax/SP = 0.28 ft"2 Req'd Footing Size = 0.53 ft square Use Footing Size = 0.54 ft square Assume bar diam = 0.625 in Average dv = 8.38 in Column Size + 2"d/2 = 1.16 ft Vv = Pnet(Ftg Size-1330) = (284) Ibs Allowable v = 2" SQRT(FC') 109.54 psi b = 55.50 dv=V/bv = (0.0468) fc' = 3,000 psi 1,500 psf OK Page 9 of 10 WOOD BEAM ANALYSIS 2016 CBC HOYT CHITWOOD PURLINS SLOPED ROOF: LOAD1 LOAD2 DL = 20.00 >sf psf With allowable reductionns per code LL = 20.00 ;)sf psf TL = 41001 psf Q00 psf Trib Area = 2,00 ft 1.00 'ft Clear Span = 9.0000 ft _ DL = 40.00 pif 0.00 pif 2' Parapet Wall• 7:tl: U0 plf 0.00 Pif B1 - 2.0000 it Beam Wt = 2.65 42.65 pif 2ff - 0.00 )If BEAM Total DL = LL = 40.00 ;)If plf 82 = 2.0000 ift TL,.per Roof Area = 82,65 If 0.00 TOTAL LOAD TL = 82-65 pff # Spans Beam L th L = 1 9.00 ft DSS = Dense Select Structural Max Reaction CRj = 372 Ibs SS = Select Structural J Moment M = 10,042 in-Ibs D = Dense -Douglas Fir Larch W Ir No. 2 (2••-4••) w Lumber r Try Section: b in din Lumber Nominal Size = 2 X 8 _ 1 psm9ard ffParallam is Selected} Design Dimensions = 1.50 X 7.25 Area A = 10,8750 1na2 Fb = 875 psi Section Mod = 13,1407 In13 Fv = 95 p si Moment of Inertia 1 = 47,6348 inA4 Fc er = 1,300 psT d = 0.6042 Modified Shear (V') = 321.99 fv = 1 5V/A = 44.41 Llwtment Factors) - CD = 1.25 CM= 1.00 Ct = 1.00 CL = 1.00 ft E = 1,600,000psi' Ibs Densi = 35 pcf psi CIF = 1.00 _ Cr= 1,00 CH = 1.00 SHEAR: ALLOW ACTUAL F'v = Fv CD CM . Ct . CH = 118.75 psi 44.41 sl OK BENDING: fb = 764.19 psi Fib = Fb CD CM Ct CL CF Cr = 1,093.75 si 764.19 p si WOK DEFLECTION; E' =ECM Ct = 1,600,000 )si defl = 5WtLA4/ 384E'I = 0.16 in Allowable Defl = L/360 = 0.30 0,16 in OK BEARING: Ib = bearing length II to grain = Cb = (lb + 0.375 / lb = 2.75 1.00 L.in'2 F'cperp = Fcperp(CM)(Ct) Cb = 1,300.00 Req'd Area = Ab = R1F Chet = 0,29 R 'd Ib =Alb = 0.19 2.75 in IOK Goverrl ALLOWABLE LOAD CAPACITY W Wv Wb Wd 118.3 221 118.3 154,9 Actual "W" = 82.7 OK in CAMBER: Dead Load 0.0826