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20150117 Yelm Creek Garage Calcs 04242015AndersenChase A STRUCTURAL ENGINEERING CORPORATION 5521 loath street SW, suite 6 Lakewood, WA 98499 253.212.2310 Structural calculations for vertical and lateral. Project & Location: Client: Structural Engineer: Project Number: Code: Structural Calculations for Yelm Creek Development Garages 10520 Creek Street S.E. Yelm, WA 98597 Casey + DeChant Architects 5521 100 " Street SW, Suite B Lakewood, WA 98499 Paul, J. Casey, AIA ncasevOcasevdechantarch .com AndersonChase, P.S., Inc. A Structural Engineering Corporation 5521 100' Street SW, Suite B Lakewood, WA 98499 Mark A. Anderson, PE, SE mark ri.andersonchase.com 15.028 2012 IBC Loads: I. Vertical Loads: Roof (Snow) 25 PSF Floor 40 PSF Res Deck 40 PSF Exit 100 PSF Il. Lateral Loads: Wind: Exposure "B" Speed: 110 mph (ult) Kzt = 1.00 1 of 15 Date: 4/14/2015 Design by: TLC Seismic: Site Class: D Seismic Spectral Response: Sds = 0.830 Sd1= 0.495 Va =.0913 Wdl (ASD) 4/24/2015 2of15 This project contains calculations designed under the 2006 IBC and 2005NDS. The following shows that the design of members (Beams and Columns) as used in this project have the same result as under the 2012 IBC and 2012 NDS: 2012 IBC /2012NDS Comparision to 2006 IBC /2005NDS Load combinations are identical with the only change is that W went from ASD to Ultimate in 2012 Species Used 2x -4x 2012 IBC Load Combinations 2009 IBC Load Combinations 2006 IBC Load Combinations Emin Section 1605.3 Section 1605.3 Section 1605.3 16 -8 D D D 16 -9 D +L D + L D +L 16 -10 D +S D +S D +S 16 -11 D +0.75(L +S) D +0.75(L +S) D +0.75(L +S) 16 -12 D + 0.6W or D + 0.7E D + W orD +0.7E D + W orD +0.7E 16 -13 D +0.75(L +S+ 0.6W) D +0.75(L +S +W) D +0.75(L +S +W) 16 -14 D +0.75(L +S +0.7E) D + 0.75 (L + S + 0.7E) D + 0.75 (L + 5 + 0.7E) 16 -15 0.61) +0.6W 0.61) +W 0.61) +W 16 -16 0.6D +0.7E 0.6D +0.7E 0.61) +0.7E Load combinations are identical with the only change is that W went from ASD to Ultimate in 2012 Species Used 2x -4x Fb Fv E Emin Fc fcperp 2012 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS HemFir #1 975 975 150 150 1500000 1500000 550000 550000 1350 1350 405 405 Hem Fir #2 850 850 150 150 1300000 1300000 470000 470000 1300 1300 405 405 Hem Fir Stud Grade 675 675 150 150 1200000 1200000 440000 440000 800 800 405 405 Doug Fir #1 1000 1000 180 180 1700000 1700000 620000 620000 1500 1500 625 625 Doug Fir #2 900 900 180 180 1600000 1600000 580000 580000 1350 1350 625 625 Doug Fir Stud Grade 700 700 180 180 1400000 1400000 510000 510000 850 850 625 625 SPF #1 875 875 135 135 1400000 1400000 510000 510000 1150 1150 425 425 SPF #2 875 875 135 135 1400000 1400000 510000 510000 1150 1150 425 425 SPF Stud Grade 675 675 135 135 1200000 1200000 440000 440000 725 725 425 425 Beam 6 x 10 & up Fb Fv E Emin Fc Fcperp 2012 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 12005 NDS HemFir Select 1300 1300 140 140 1300000 1300000 470000 470000 925 925 405 405 HemFir #1 1050 1050 140 140 1300000 1300000 470000 470000 750 750 405 405 Hem Fir #2 675 675 140 140 1100000 1100000 400000 400000 500 500 405 405 Doug Fir Select 1600 1600 170 170 1600000 1600000 620000 620000 1100 1100 625 625 Doug Fir #1 1350 1350 170 170 1600000 1600000 580000 580000 925 925 625 625 Doug Fir #2 1 8751 8751 1701 1701 13000001 13000001 4700001 4700001 60GI 6001 625 625 Post 6x6, 6x8 Fb Fv E Emin Fc Fcperp 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 12005 NDS 2012 NDS 2005 NDS HemFir Select 1200 1200 140 140 1300000 1300000 470000 470000 975 975 405 405 HemFir #1 975 975 140 140 1300000 1300000 470000 470000 850 850 405 405 Hem Fir #2 575 575 1401 140 1100000 1100000 400000 400000 575 575 405 405 Doug Fir Select 1500 1500 170 170 1600000 1600000 620000 620000 1150 1150 625 625 Doug Fir #1 1200 1200 170 170 1600000 1600000 580000 580000 1000 1000 625 625 Doug Fir #2 1 7501 7501 1701 170 1300000 1300000 4700 01 470000 700 7001 625 625 [Reference Design values all the same for all species and grades used on this project GL Beams 24F - V4 DF /DF 2012 NDS 2005 NDS Fv 625 625 Fbx 2400 2400 Fby 1800 1800 Emin 950000 Emin E 1800000 1800000 GI-Columns 24F -V8 2012 NDS 2005 NDS Fv 625 625 Fc 1650 1650 Fbx 2400 2400 Fby 2400 2400 Emin 950000 950000 E 1800000 1800000 psi psi psi psi osi psi psi psi psi psi D51 Reference Design values all the same for all species and grades used on this project 3of15 Size Factors: 2x & 3x Cfb #3 & Better Cfb Stud Cfc #3 & Better Cfc Stud Cfu 4x all grades SIZE 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 12005 NDS 2012 NDS 2005 NDS 2012 NDS 12005 NDS 3.5 1.5 1.5 1.1 1.1 1.15 1.15 1.05 1.05 1.1 1.1 4.5 1.4 1.4 1 1 1.1 1.1 1 1 1.1 1.1 5.5 1.3 1.3 1 1 1.1 1.1 1 1 1.15 1.15 7.25 1.2 1.2 1.2 1.2 1.05 1.05 1.05 1.05 1.15 1.15 9.25 1.1 1.1 1.1 1.1 1 1 1 1 1.2 1.2 11.25 1 1 1 1 1 1 1 1 1.2 1.2 13.25 0.9 0.9 0.9 0.91 0.9 0.9 0.9 0.9 1.2 1.2 4x Cfb #3 & Better Cfb Stud Cfc #3 & Better Cfc Stud Cfu 4x all grades SIZE 2012 NDS 2005 NDS 2012 NDS 12005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 3.5 1.5 1.5 1.1 1.1 1.15 1.15 1.05 1.05 1 1 4.5 1.4 1.4 1 1 1.1 1.1 1 1 1.05 1.05 5.5 1.3 1.3 1 1 1.1 1.1 1 1 1.05 1.05 7.25 1.3 1.3 1.3 1.3 1.05 1.05 1.05 1.05 1.05 1.05 9.25 1.2 1.2 1.2 1.2 1 1 1 1 1.1 1.1 11.25 1.1 1.1 1.1 1.1 1 1 1 1 1.1 1.1 13.25 1 1 1 1 0.9 0.9 0.9 0.9 1.1 1.1 Adjustment factors are identical for all species and grades used on this project Design Equations: SHEAR V Sec 3.4 2012 NDS 2005 NDS fv= 3V /(2bd) 3V /(2bd) same Fv' = Fv * adiustment factors Fv * adiustment factors is-me BENDING M (Sec 3.3) 12012 Nos 2005 Nos fa= M/S eq. 3.3 -1, 3.3.2 M/S eq. 3.3 -1, 3.3 -2 Ra = (I�d /bz)i77 eq 3.3 -5 (led /b2)'/2 eq 3.3 -5 Ci= 1 +(Fyt/Fti lllgdll +(F,�jFa )/1.9 }�•F JFy10.951 0eq.IM 1 +(FbE /Fb TI. 9 -((1 +( FbE /Fb *)/1.9)2- FbE /Fb */0.95)'/2 eq. 3.3 -6 F. = 1.2 Emh /RKZ 1.2 Em;, /R 2 Fa* = Fb ' all adjustment factors except Cfu, Cv and Cl Fb * all adjustment factors except Cfu, Cv and Cl AXIAL P (Sec 3.6) 12012 Nos 12005 NDS f�= P/A P/A C,= 1 +(Fd /f,* )/ 2c-(( 1+( FcE/ Fc *) /2C)2- FcE /Fc */c)'/2eq.3.7 -1 14(fd/F; )/ Zc-(( 1+( FcE/ Fc *) /2c)2- FcE /Fc * /c)' /2eq.3.7 -1 FcE = 0.822 Emi. /((./d)2 0.822 Em��' /i1.1d12 Fc* = F, • all adjustment factors except Cp F, * all adjustment factors except Cp same same same same same same same same COMBINED AXIAL 12012 NDS 12005 NDS & BENDING (Sec 3.9) ( f ./F.')2 +lJ(Fa(1- (f./FCE)eq.3.9 -1 ( f. /F;)z +fb/(Fb(1- (f./F.E)eq.3,9 -1 s; (fc/F.E) +( f jFbE)`eq 3.9 -4 New no equation n So where does this new equation govern the design? Equation 3.9 -4 in the NDS is used to check the intermediate calculation for members subjected to flatwise bending in combination with axial compression, with or without edgewise bending. When a flatwise bending load is checked with the third term of the stress interaction equation (NDS Equation 3.9 -3), the axial and edgewise bending interaction in the denominator can become a negative value. The occurrence of the negative value indicates an overstress. However, use of this negative term in the stress interaction equation (NDS Equation 3.9 -3) overlooks the overstress in flatwise bending and incorrectly reduces the overall interaction. Therefore, the design included in this set of calculations is in conformance to the 2012 IBC and 2012 NDS me it same Job # 15 028 Sheet: 4 of 15 �111�L" )1��CC ��ISC A $YFlu C:'ru F11 T �1 S' .' Sw, : Suite FN'IIVN 55zr:arr��5trcet5w Surrca Designed: TLC Date: 4/22/15 Lakewood, WA 98499 253212.2310 Checked: Date: Project: Yelm Creek Garage WIND ANALYSIS: 18C 2012 i ASCE 7 -10 Risk Category 1t v I, II, III or IV Figure 26 5 -1A Iw= 1,00 (ASCE Table 1,5 -2) 110 Typical Basic Wind Speed, V= 110 mph Section 26.5.1 Exposure Category: [B-- Section 26,7,2 Mean Roof Height, h= 2000 feet Alpha = 7 Parapet Height above roof, p= - feet Z9 = 1200 Building Width, B= 20.00 feet Building Length, L= 6000 feet Enclosed Building Natural Period = 0.1891 sec GCpi = +/- 0.18 Table 26,11 -1 Natural Frequency = 5.2869 Hz >= 1 Hz Therefore, Rigid Structure per Section 26,9 G = 0.8500 gust effect factor defined in section 26.9 K, = 2.01 (z/ze) Ilpha (ASCE 7 -10 Table 27.3 -1) Section 27,3,1 KA = (1 + K1 K2 K3)2 = 1.00 (ASCE 7 -10 Eq. 26.8 -1) Section 26.8.2 Kd = 0.85 (ASCE 7 -10 Table 26 -1) Section 26.6 1 = 1,00 (ASCE 7 -10 Table 1.5 -2) Windward: P =gGCp - gi(GCpi) (ASCE 7 -10) (Eq. 27.4 -1) Leeward: P = gGCp - gi(GCpi) (ASCE 7 -10) (Eq.27.4 -1) External Cp = 0.8 (windward) Figure 27.4 -1 - q (GCpi) q G CP - qi(q G Cp + gi(GCpi) Table 27.3 -1 Eq. 27,3 -1 Eq. 27.4 -1a Eq, 27.4 -1b Eq. 27.4 -1 Eq. 27.4 -1 h Sec. 27.3.1 Sec 27.3.2 External Internal Total Total feet Kz q. (psf) q�GCp - gi(GCpi) q G Cp + qi q G Cp - gi(GCpi) 15 0.57 15.13 10.29 2.96 13.25 7.33 20 0,62 16,43 11.17 2,96 14.13 8.21 20 q= qh =q;= 16,43 1117 2,96 1413 8.21 0 q =qP 0 -00 Area (fl') GCp(4 &5) Windward Parapet Leeward: P = gGCp - gi(GCpi) (ASCE 7 -10) (Eq.27.4 -1) External Internal Total Total qh (PSf) gGGCp - q (GCpi) q G CP - qi(q G Cp + gi(GCpi) 1643 -6,98 2.96 -4.02 -9.94 Along L 1643 -3.49 2.96 -0.53 -645 Along B W VtW F4 r Totals Windward + Leeward h Along B Along L feet 13.8 (8.3) 17 3 (10.4) 15 14.7 (8.8) 18 2 (10 9) 20 14 7 (8 8) 18 2 (10 9) 20 0.0 (0.0) 1 0 0 (0 0) 1 Parapet ( ) values are ASD = ULT x 0.6 Figure 27.4 -1 Cp = -0.5 (Leeward along L) Cp = -0.25 (Leeward along B) Parapet: Pp = qp GCpn (ASCE 7 -10) (Eq. 27.4 -4) Section 27.4.5 Windward Leeward GCpn = 1.5 (Windward Parapet) qp(psf) gpGCpn gpGCpn GCpn = -1.0 (Leeward Parapet) 0.00 0.00 0.00 Walls: P = qh [(GCp)- (GCpi)] (ASCE 7 -10) (Eq. 30.4 -1) h; 60 ft Table 26.11 -1 Area (fl') GCp(4 &5) Windward GCp(4) Leeward GCp(5) Leeward GCpi = 018 (Windward) 10 1,00 19,4 (11.6) -1.10 -21.0 ( -12.6) -1.40 -26,0 ( -15,6) GCpi = -0.18 (Leeward) 25 0.93 18.3 (11,0) -1,03 -19.9 (-11.9) -1.26 -23.7 (-142) gh(pSO = 1643 50 0.88 17.4 (10.4) -0.98 -19,0 ( -11.4) -1.16 -22.0 ( -13.2) 100 0,83 16-5(g.9) -0.92 -18.1 ( -10;9) -1.05 -20.2 ( -12.1) ( ) values are ASD = ULT x 0.6 AndersonChase, Inc. 5521 100th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 -2310 A►nders�nChase A 5TRUGTURAL ENGINEERENG CORPORATION 5521100th Street SW, Suite B Designed: TLC Date: 4122/15 Lakewood, WA 98499 253- 212 -2310 Checked: Date: Project: Yelm Creek Garage SEISMIC ANALYSIS: IBC 2012 i ASCE 7 -10 Site Class: Site Class: D (IBC 1613.3.2, ASCE Table 20.3 -1) Site Location: Latitude: 46.93400 Longitude -122 57200 5of15 Job # 1/15/00 Sheet: Site Coefficients: (USGS Open -File Report 01 -437) SS= 1.241 Fa = 1.00 SI = 0.493 Fv = 1 51 SMs= Fa' Ss = 1.246 (IBC Eq 16 -37) SM1 = Fv * S1 = 0.743 (IBC Eq 16 -38) Spectral Response Parameters: SDS = 2/3 * SMs = 0.8307 (IBC Eq.16 -39) SDI = 2/3 * SM1 = 0.4953 (IBC Eq.16 -40) Structure Period: T. = Ct * (h„)"= h„ _ C1 = X= C. _ T(MAx) = C. * T. = Seismic Use Group: 01369 (ASCE Eq. 12.8 -7) 13 Ft. 0.02 (ASCE Table 12.8 -2) 0.75 (ASCE Table 12 8 -2) 1.4 (ASCE Table 12.8 -1) 0.1917 (ASCE 12.8 2) Risk Category: 101 n v I or II, III, IV (ASCE7 11 5.1) 1 = 1.00 (ASCE Table 1.5 -2) Seismic Design Category: Seismic Design Category: D (IBC 1613.3.5, ASCE 11.6) Seismic Design Category(SDS): D IBC Table 1613.3.5(1), ASCE Table 11.6 -1 Short Period (SDS) Seismic Design Category(SD1): D IBC Table 1613.3.5(2), ASCE Table 11.6 -2 1 Second Period (SDI) Seismic Response Coefficients CS = SDS /(R/IE) - R= IE = CS(Max) = SDI / ((R / IE) * Ta) = SDI *TL / ((R / IE) * TaA2)= 0.1278 (ASCE Eg 12.8 -2) 6.50 (ASCE 7 Table 12.2 -1) wood shear wall 1 00 (ASCE Table 1.5 -2) 0.5565 0.5565 (ASCE Eq 12.8 -3) for T - TL OK 16.2581 (ASCE Eq 12.8 -4) for T - TL OK CS(Min) = 0.04 0.044 SDS I > =.01 = 0.04 (ASCE Eq 12,8 -5) Not Required S10.69 (ASCE Eq 12.8 -6) V = Cs * W = 0.1278 W (Ultimate Strength) Va = Cs/1.4 * W = 0.0913 W (Allowable Stress) TL= 4 ASCE Section 12.8 & 11.4.5 (ASCE fig 22 -12 thru 22 -16) AndersonChase, Inc 5521 100th Street SW, Suite B. Lakewood, Washington 913499 (253) 212 -2310 PROJECT NAME: vcim rrnek Development PROJECT NUMBER: SHEET OF VER 2.0 (6199) 00/04/06 Design By YHW A Division fACP Co .Rents, Inc, SOLID WOOD COLUMN DESIGN - COMBINED BENDING & AXIAL LOADS BENDING LOAD ON EDGEWISE I.e., SHORT FACE OF MEMBER 2006 NDS I INIAXIAI RE-NDING ONLY -ABOUT THE EDGEWISE AXIS (Subscript 1 indicates edgewise axis. 2 would indicate flatwise 8x13) [-,fV" �' - Maximum allowable compression + f 10 parallel to grain, psi (See previous sheet) ]4'a* = Tabulated Comp. value (parallel to grain) multiplied by �l -lJe l ell all applicable adjustment factors except CL , psi LOADING Fbl Fb. * CL NOTE: Need to verify that Pan is less than Pact (see note 3 in assumptions below). EDGEWISE FACE 0.822E..w Fr:& = E� = Adjusted modulus of elasticity for beam stability and column stability calculation, psi d= b = width of member, inches - column length multiplied by FLATWISE FACE buckling length coefficient (Ke), inches Note: All column values based on calculations from column wl axial load only on previous sheet. ASSUMPTIONS: 1. Lateral stability requirements per para.'s 3.3.3 & 4.4,1 in NDS and compression side is laterally supported for full length. 2, Since laterally supported full length, unbraced length (lu) is zero, therefore the beam slenderness ratio, Re, is zero. Since I. & Re is equal to zero, CL = 1 3. Verify that Pact is less than Pail for bearing capacity of plate. NOTES: 1. DF stands for Douglas Fir - Larch, HF stands for Hem -Fir and SG stands for Stud Grade 2 2x members are Stud Grade and 4x_ & 6x_ members are #1 grade, ^ COMPARE INTERACTION VALUE WITH BEARING CAPACITY AND USE THE LESSER OF THE TWO. Column COLUMN VALUES Max. SENDING VALUES Length INTERACTION Beam Beam b "7 Ll F-cc E �;, Pact fc FCE > f 2x4 -SGHF Size Fee- Load Dur F b F, t b W Spcg W., acr b Interaction Type Length 3x4 -SGHF 9.00 16 (<P1.0 9.00 16 Bending Factor 16 (PSF) (In, 16 A69 Value 9.00 (Feet) inches inches psi psi^6 Ibs psi 950 psi (CF) (Cp) psi psi 0 C.) plf psi < 1.00 2x4 -SGHF 9 1.5 3.5 380 0.44 811 155 OK 335 1.10 1 60 675 1188 14,0 12 14,00 555 1 00 2x4 -SGHF 9 1.5 3.5 380 0.44 592 113 OK 335 1.10 160 675 1188 14.0 16 18.67 741 1,00 2x4 -SGHF 9.5 1.5 3.5 380 0.44 1141 217 OK 335 1 10 1 60 675 1186 5,0 16 6,67 295 1.00 2X4 -SGHF 9.5 1,5 3 5 780 0,44 1248 238 OK 335 1.10 1 160 675 1188 1 5,0 12 5.00 771 1.00 3x4-SGHF1 9 2.5 35 481 0.44 2768 316 OK 405 1.10 1 1 60 675 1188 5,0 16 6.67 159 1.00 3x4-SGHF1 9 2.5 3.5 300 0.44 2198 251 OK 335 1 10 160 675 1188 5,0 16 6,67 159 096 3x4 -SGHF 9.5 2,5 3.5 341 0.44 1944 222 OK 306 1.10 160 675 1188 5,0 16 6.67 177 095 3x4 -SGHF 9.5 2.5 3.5 308 044 1679 192 OK 280 1.10 1.60 675 1188 5.0 16 6.67 177 0.87 2x6 -SGHF 9 1.5 55 938 0.44 4318 523 OK 594 1,00 160 675 1080 5,0 16 6.67 107 1.00 2x6 -SGHF 9 1.5 5.5 938 0,44 2692 326 OK 594 1 00 1 60 675 1080 230 16 30.67 493 1 00 2x6 -SGHF 9.5 1,5 5,5 938 0.44 4258 516 OK 594 1 00 1 60 675 1080 50 16 6.67 119 1.00 2x6 -SGHF 9.5 1.5 5.5 938 0,44 2471 300 OK 594 1.00 160 675 1080 230 16 1 30.67 549 1 1.00 NOTES: 1. DF stands for Douglas Fir - Larch, HF stands for Hem -Fir and SG stands for Stud Grade 2 2x members are Stud Grade and 4x_ & 6x_ members are #1 grade, ^ COMPARE INTERACTION VALUE WITH BEARING CAPACITY AND USE THE LESSER OF THE TWO. Column Column Column Max. Type Length Sglacing Capacity 2126 (Feet). (Inches) Ibs) 7x4 -SGHF 9.00 12 611 2x4 -SGHF 9.00 16 592 2x4 -SGHF 9.50 16 141 2x4 -SGHF 9.50 12 1 4 3x4 -SGHF 9.00 16 3x4 -SGHF 9.00 16 3x4 -SGHF 950 16 3x4 -SGHF 9.50 16 A69 2x6 -SGHF 9.00 16 2x6 -SGHF 9.00 16 2x6 -SGHF 950 16 2x6 -SGHF 9.50 16 } 4 Po"d r, a l RF_ARING_ CAPACITY OF PLATE. COLUMN I Fc PER, PSI ALL. LOAD LBS 2x4 -SGHF 4n5 2126 3X4-$GHF 405 3544 2x6SGHF 405 3341 4x4 -DF 405 4961 6x6 -DF 405 12251 PLATE MATERIAL Fr. HEM FIR 405 DOUG FIR 625 a _o 3 mfl m,u a- W- W }- (n Z cc O owjo ;LU(J)OL NLL ?Q l � ;- - - -- ------- - - - - -- - - - -- i ----------- f X(L 1 ■ 1 I � uj • °mom I��I 1 I 1 C14 < U- 4 lu l F I J 1 �Itj ■ �,i W 1 �1i1 1 ly • t 1 � 1 Ir •�1 l i • • I i ■ ■ 1 1 1 I 1 I � --- -- -- - - - --- LL q Q Q - M Qwu.� �Q4 J J L!1 u �a �o J � JO 4� pU to Z z0 4 04 • W L7 d d L� 7of15 .J I { I i i ( Oi zc 1 n LU J U N i 0 X(L ul 0 41- `) Lu uj °mom I��I C14 < U- 4 lu _�. i O O W 0 LL q Q Q - M Qwu.� �Q4 J J L!1 u �a �o J � JO 4� pU to Z z0 4 04 • W L7 d d L� 7of15 .J I { I i i ( Oi zc 1 n LU J U N i 0 N J U-1 SL� w z U U A� 8 UX�I] --Va, F to O 111 n J 0 X - l!1 IL CL W(LUS LU E cz { N N o CIA ,��. �! � I Lo ICI I N PI__- - - - - -- I I ,� ❑ ° E i p O; ``; ,(Q� ul "- -q W / t WH 4? ci I ' N i L N 1 O I i � p w o; a 6i i 01 L E� N I Nr i O l �O f �L--------- - - --- i � Q- i 3 QO � Qz U u A 4 8of15 t l J i 11 Z 0 {Ci AndersmUmse A Structural Engineering Corporation �I 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT n 2 a rA JOB# r7 DESIGNED YH CHECKED A V9.A V TT m-T I (,A u,.4, � N � t3oj / Lr Cf '1 f -zy f> 1x y- $T V0 : W = t 4 3 Lr- �X%b > r ip wag SHEETOF b DATE V13�o g DATE b S s �. = X45 � ' tF xt 6 rz L js T/..r U f Ga (/ F = -I,%1* 4 r- 10L.m 130 1 ab vIt XZy �r 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941 -9929 Fax: (253) 941 -9939 Seattle / Eastside (206) 292 -0940 Title : Dsgnr: 10 of 15 Description Scope : 03 Timber Beam & Joist Software Description Garage Beams Page 1 beam 01.ecw:Calculations Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined B01 Timber Section I 4x10 Beam Width in' 3.500 Beam Depth in 9.250 Le: Unbraced Length ft 0.00 Timber Grade Ibs Douglas Fir - fv : Actual psi Larch, No.1 Flo - Basic Allow psi 1,000.0 Fv - Basic Allow psi 180.0 Elastic Modulus ksi 1,700.0 Load Duration Factor 1.150 Member Type Sawn Repetitive Status No Center Span Data Span ft! 9.75 Dead Load #Ift 173.00 Live Load #]ft 288.00 Results Ratio = 0.9544 Mmax @ Center €n -k 65.74 @ X = ft 4.87 fb : Actual psi 1,317.0 Fb : Allowable psi 1,380.0 LL Ibs Bending OK fv : Actual psi 88.3 Fv : Allowable psi 207.0 + Shear OK Reactions @ Left End DL Ibs 843.37 LL Ibs 1,404.00 Max. DL +LL Ibs 2,247.37 @ Right End DL Ibs 843.37 LL Ibs 1,404.00 Max. DL +LL Ibs 2,247.37 Deflections Ratio OK Center DL Defl in -0.090 L /Defl Ratio 1,305.3 Center LL Defl in -0.149 L /Defl Ratio 784.1 Center Total Defl in -0.239 Location ft 4.875 L /Defl Ratio 489.8 11 of 15 PROJECT NAME: YELM CREEK DEVELOPMENT ^Kiel vary boron g AXJ % Llentlolp V 11 1Y SHEET OF PROJECT NUMBER: n Roof COLUMN # COl fbx = 704 psi tby = 0 psi DATE: 08/04/08 31 Kbe = 120 Fby' = DESIGN BY: YHW Garage Door Post WOOD BEAM- CULUMN DESIGN M11111erial Properties Grade SG HF i v i Adiusted 28286 Applied Loads Stress Factors Strong Weak 1.4 F Cd Axis Axis Fbx= 675 psi 1188 X X i]nbtaecd Lcn hs: ❑ er Fby = 743 psi 1307 KL = 9 1 It ❑ CM Fv = 150 psi 240 Interaction KLe= 1 -ft ❑Ct Fc= 800 psi 1344 Emin E'min Px Py psi OK ❑ Ci Ex= 1200 ksi 1200 440 440 Fc' = 354 psi FCEx = 380 Ey = 1200 Section Properties ksi 1200 440 440 0 Plexure lvs: w = 0 plf mlcrntmf -2.4 P1 = 0 0 # 4 Members 4 fv= 21 XP1= 7 0 R width= 15 in OK P2 = 0 0 # depth = 3 5 to XP2= 0 0 It Sx= 3.1 in ^3 Sy = 1 3 A = 53 in ^3 in ^2 Strong Axis Weak Axis Axial Ld = 2190 # Moment 718.80 0 ft -# Ix = 5.4 in ^4 Dell = 0.407 0.000 in 1 - 1.0 ie4 L/ 265 n/a Shear= 299 0 # (4)2x4 SG BF OK R Reaction= 320 0 # L. Reaction- 719.5 0 0 Interaction 0.087 Interaction 0.819 lInteraction 0.905 OK Plate Mplcri EF Maximum Stud Capacity 2126 Ib Fe 405 Cb I Plate Scaring Ca it 2126.3 ^Kiel vary boron g AXJ % Llentlolp V 11 1Y 1Y eafi a X1% ue n um a.+ury c = 104 psi fbx = 704 psi tby = 0 psi KI /d = 31 Kbe = 120 Fby' = 1307 psi Kee= 0.822 Fbe= 28286 psi fby/Fby'= 000 psi OK c= 0,800 CL= 0.998 FCEy= 5651 psi Fee = 380 psis Fbx'= 1185 psi Interaction 0 Cp = 0,264 fbx/Fbx' = 0,59 psi OK Fc' = 354 psi FCEx = 380 psi fv = 0 psi OK fc/F'c = 0.294 OK fv= 21 psi OK OK Interaction 0.087 Interaction 0.819 lInteraction 0.905 OK Plate Mplcri EF Maximum Stud Capacity 2126 Ib Fe 405 Cb I Plate Scaring Ca it 2126.3 tj ~O U X LL Ca Cb LLI W w J( (1r) J Q- Lc)n 00 U wW NLL ?Q UJO-62J — tr I 004 ❑� � I ------------ 4� Z � I -- cv I �- r----- - - - - I N � � I I' i I ! ci f s' l' I t; ,I 11 n 4 L-- _ wo �0 u- Q o�Q LL 0 l ^� 1� w o o I I l O; O fi I I ------- - - - - -- I v J J to J U Q� �O J= �O �u 0LLI Qz z0 u e .I 4 N 12 of 15 F t *1' �.b O 4 rt- I- wo �0 u- Q o�Q LL 0 l ^� 1� w o o I I l O; O fi I I ------- - - - - -- I v J J to J U Q� �O J= �O �u 0LLI Qz z0 u e .I 4 N 12 of 15 F t *1' �.b O 4 rt- v J J to J U Q� �O J= �O �u 0LLI Qz z0 u e .I 4 N 12 of 15 F t *1' �.b O 4 rt- a a W x k w 0 N Q2 L m 3 00 M 4� � Ouzi LU Z� 0 0� u �a Y U O J o M Z Q 0 O N w O O LLJ o a J zw N Z M d LO - z 0 F w a w A cA H 7 ZZ =n Q e H tu z� O=3 m oo� Q LU qo cN 0 13 of 15 (1:1 O W �I Q AndersCnChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT F E�''� C 4G W--p jZ - L ArkfA&� LATTsys/ L. P ip-Si IW14b Lati�_D M f ITT /%A C 1E S l D -r, /'S ( P-Q- JOB # 031:2 -S u DESIGNED CHECKED SHEET0� DATE DATE 63" x to' Y 10 - q4 esF = 6 t-2- 9 .4 DS-A.D WF-144T 5 psF 'K G3 x L3 S �'+ srA ►� .,ti Grr V71 C90RO CH-5-C1<- ot AndersmChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT JOB # S SHEETOF DESIGNED D DATE CHECKED D DATE LL � v 5 -r mAr f, vs- vavj I t* j z. U I is r. H 0 L90vv0 0 V5VkTVVu' 10 1� 04 rr- 01< VJA4111. DL 6 S" !q rJ o Hs 0 r.-rs.-i> G�D