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20150117 Yelm Creek Apts Calculations 04242015AnderscnChase A STRucTuRA_ ENGINEERiNa CORPORATION 5523 Mfh Street 5W, Suite B 1 Ek Lakewood, WA 98499 253-212-2330 Project & Location: Client: Structural Engineer: Project Number: Code: Structural calculations for vertical and lateral. Structural Calculations for Yelm Creek Development 10520 Creek Street S.E. Yelm, WA 98597 Casey + DeChant Architects 5521 100th Street SW, Suite B Lakewood, WA 98499 Paul, J. Casey, AIA ncasev(@..casevdechantarch.com AndersonChase, P.S., Inc. A Structural Engineering Corporation 5521 100th Street SW, Suite B Lakewood, WA 98499 Mark A. Anderson, PE, SE m a rknande rson ch a se.c o m 15.028 2012 IBC Loads: I. Vertical Loads: Roof (Snow) 25 PSF Floor 40 PSF Res Deck 40 PSF Exit 100 PSF II. Lateral Loads: Wind: Exposure "B" Speed: 110 mph (ult) Kzt = 1.00 1 of 212 Date: 4/14/2015 Design by: TLC Seismic: Site Class: D Seismic Spectral Response: Sds = 0.830 Shc= 0.495 Va =.0913 Wdl (ASD) 4/24/2015 2 of 212 Design Contents Part I Vertical Design I.1 General Vertical Design Information . .................••.••......... 2-10 I.2 Unit B Vertical .................. ............................... 11-58 I.3 Unit A Vertical .................. ............................... 59-63 I.4 Unit C Vertical 64-68 I.5 Unit D Vertical .................. ............................... 69-96 Part II Lateral Design II.1 General Lateral Design Information ................................ 97- 103 II.2 Unit A Lateral ................................................. 104-129 II.3 Unit B Lateral .................. •......................... .... 130- 150 II.4 Unit C Lateral ................................................. 151-175 II.5 Unit D Lateral .......................... ••••••.•.............. 176-200 Part III Foundation Design III.1 Regular Continuous Foundation . .....•••••...........•...•••... 201-204 III.2 Isolated Footing ..................• .........••...•................ 205-212 3 of 212 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: 20121BC /2012ND5 Comparision to 20061BC /2005ND5 Load combinations are identical with the only change is that W went from ASD to Ultimate in 2012 ';—rl— 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 +0.6WorD +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 0.61) +0.7E 0.6D +0.7E 0.6D +0.7E Load combinations are identical with the only change is that W went from ASD to Ultimate in 2012 ';—rl— Used 2x -4x Fb Fv E Emin Fc Fcperp 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 5PF #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 2400 2012 NDS 2005 NO 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 poug Fir #2 1 8751 8751 170 j 1701 13000001 13000001 470000 470000 6001 600 625 625 Post 6x6, 6x8 Fb Fv E Emin Fc Fcperp 2400 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 2005 NDS 2012 NDS 12005 NDS 2012 NDS 2005 NDS HemFirSeleet 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 #2 575 575 140 140 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 170 170 1300000 13000001 4700001 470000 700 7001 6251 625 [Reference Design values all the same for all species and grades used on this project GI Rpn- 24F - V4 DF /DF 2012 NDS 2005 NDS Fv 625 625 Fbx 2400 2400 Fby 1800 1800 Emin 950000 - E 1800000 1800000 GI rm.. -- 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 psi psi Reference Design values all the same for all species and grades used on this project AffidersmCh ase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 4 of 212 Size Factors: 2x & 3x Cfb #3 & Better Cfb Stud Cfc #3 & Better Cfc Stud Cfu 4x pll 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 0.9 0.9 0.9 0.9 0.9 1.2 1.2 4x Cfb #3 & Better Cfb Stud Cfc q3 & Better Cfc Stud Cfu 4x all Rrades SIZE 2012 NDS 12005 NDS 2012 NDS 12005 NDS 2012 NDS 12005 NDS 2012 NDS 12005 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 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 13.251 11 11 11 11 0.91 0.9 0.9 0.9 1.1 1.1 (Adjustment tactors are identical for all species and grades used on this project Design Equations: SHEAR V (Sec 3.4) 12012 Nos 12005 NDS fv = 3V /(2bd) Fv' = Fv * adjustment factors 3V/(2bd) Fv * adjustment factors BENDING M (Sec 3.3) 2012 NDS 2005 NDS fb = M/S eq. 3.3 -1, 3.3 -2 M/S eq. 3.3 -1, 3.3 -2 R. = (1ed /b2 )1/z eq 3.3 -5 (led /bz)1 /z eq 3.3 -5 C �_ 1 +( Fbe /Fb *)/1.9 -((l +( Fbe /Fb *) /1.9)z- Fbe /Fb */0.95)1/zeq.3.3 -6 1 +(FbE/Fb *) /1.9-((1 +(Fbe Fb« z * 1/2 / )/1.9) - FbE /Fb /0.95) eq.3.3 -6 Fbe = 1.2 Emma /R'2 1.2 Em /RBz Fb* = 11`b * all adjustment factors except Cfu, Cv and Cl JFb * all adjustment factors except Cfu, Cv and Cl ame .ame came came ;ame came came AXIAL P (Sec 3.6) 2012 Nos 2005 NDS fc= P/A P/A Cp= 1+( F, E/ F,*)/ 2c-(( 1+( FcE/ Fc *) /2c)2 - FcE /Fc * /c)1 /zeq.3.7 -1 1+( FcE/ Fc*)/ 2c-(( 1+( FcE/ Fc *) /2c)z- FcE /Fc * /c)1 /z eq. 3.7 -1 same FEE= 0.822 Em;, /(I /d)Z 0.822 Em,n'/(I /d)z same Fc* = F, * all adjustment factors except Cp Fc * all adjustment factors except Cp same COMBINED AXIAL 12012 NDS 12005 NDS & BENDING (Sec 3.9) (f./F.')z +fd(Fb(1- (f./F.E) eq.3.9 -1 (f./F.') +fb/(Fb(1- (f./F.E)eq,3.9 -1 same (f./F.E) +( fdl`bE)`eq 3.9 -4 New no equation not same 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 ofthe 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 AndersonCIlase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakew,ld, WA 98499 M PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: 15,vzcn Vertical Structural Calculations AnderscnChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 96499 5 of 212 Sheet_ 1 of Date: 8/1/2008 Design By: YHW 6 of 212 PROJECT NAME: Yelm Creek Development SHEET OF PROJECT NUMBER: - kd3- ,r,,t, VER 2.0 (6/99) FLOOR LOADS: Floor Dead Loads: 07/29/08 Finish Material DESIGN BY: YHW /BIRB ROOF LOADS: 6.50 PSF Roof Dead Loads: 2.50 PSF Built up Roofing (Composite roofing material) 3.00 PSF APA Rated 7/16" OSB or 1/2" PW Sheathing 2.00 PSF #30 Felt 0.30 PSF P.E. Roof Trusses @ 24" o.c. 3.00 PSF Insulation 1.00 PSF (1) Layer of 5/8" Gypsum Ceiling Board 2.50 PSF Mechanical & Electrical 1.25 PSF Miscellaneous 1.95 PSF Total Roof Dead Load: 15.00 PSF Total Live Load: 25.00 PSF Total Roof Load: 40.00 PSF FLOOR LOADS: Floor Dead Loads: 37.50 PSF Finish Material 1.00 PSF 3/4" Gyperete 6.50 PSF 3/4" T &G Plywood /OSB 2.50 PSF 2x10 Joist @ 16" O.C. 2.40 PSF Insulation 1.00 PSF (1) Layers of 5/8" Gypsum Ceiling Board 2.50 PSF Mechanical & Electrical 1.75 PSF Miscellaneous 2.35 PSF Total Floor Dead Load: 20.00 PSF Total Live Load: 40.00 PSF Total Floor Load: 60.00 PSF Deck Dead Loads 3" Normal WT Concret 37.50 PSF 3/4" T &G Plywood 2.50 PSF PT 2 x 8 Joists @ 16" O.C. 1.90 PSF Vinyl Soffit 0.50 PSF Waterproof membrane (per Arch) 1.00 PSF .006 Visq. barrier 0.15 PSF Mechanical' & Electrical 0.95 PSF Miscellaneous 1.50 PSF Total Floor Dead Load: 46.00 PSF Total Live Load: 40.00 PSF Total Deck Load: 86.00 PSF EXIT LOADS (Corridor w/ 3/4" GVDcrete Toppina): Total Exit Access Live Load: 100.00 PSF Total Exit Load: 146.00 PSF PROJECT NAME:Yelm Creek Sheet „F'.ph PROJECT NUMBER: 15.028 a e: 14/2015 AndersonChase, Inc Design By: TLC a structural engineering corporation ROOF FRAMING 2012NDS/20121BC Project:: PA Stewart Job Number: 13 079 Date: 6/27/2013 Cr = 1.15 repetetive Co = 1.15 SNOW CF = (varies) size 2x12 2.12 V E A = 16.88 in Snow 25 psf Hem Fir t I S = 31.64 Ina Dead 20 psf #2 •° I = 177.98 in Other 0 psf Incising? No V� CF = 1 Total 45 psf Fb = 850 psi F„ = 150 psi Allowable Span @ 12" O.C. = 22.5 ft (TL Defl. ) E = 1.30E +06 psi Allowable Span @ 16" o.c. = 20.3 ft (bending ) Ci = 1 Incising (Fb) Allowable Span @ 24" o.c. = 16.6 ft (bending ) Ci = 1 Incising (E) spacing (in) 12 16 24 Control % over allowed Lvallow = ([A *F„ *Cp /(1,5 *w)] +d } *2 Lv (ft) = 89.0 67.2 45.4 Shear 1 % Lbauow = (S *Fb *Cc *Cr *Cf Ci *8 /w)'/2 Lb (ft) = 234 20.3 16.6 Bending 4% Ldallow = [384 *E *Ci *I /(5 *LL *360)]A1/3 Ld (ft) = 23.9 21.7 19.0 LL Deflection 360 Ldallow = [384 *E *Ci *I /(5 *TL *240)]A1/3 Ld (ft) = 225 20.5 17.9 TL Deflection 240 TL Dell, bending bendln 2x10 2 x 10 v A = 13.88 in Snow 25 psf Hem Fir w S = 21.39 Ina Dead 15 psf ; #2 w I = 98.93 in Other 0 psf le ng? No v , CF = 1.1 Total 40 psf Fb = 850 psi F„ = 150 psi Allowable Span @ 12" o,c. = 19.3 ft (TL Defl. ) E = 1.30E +06 psi Allowable Span @ 16" o.c. = 17.5 ft (TL Defl, ) Ci = 1 Incising (Fb) Allowable Span @ 24" O.C. = 15.1 ft (bending ) Ci = 1 Incising (E) spacing (in) 12 16 24 Control % over allowed Lvauow = {[A *F„ *Cp /(1.5 *w)] +d } *2 Lv (ft) = 82,1 62.0 41.8 Shear 1 % Lbauow = (S *Fb *Cc *Cr *Cf *Ci- 8/w)1'2 Lb (ft) = 21,4 18.5 15.1 Bending 4% Ldallow = [384 *E *Ci *I /(5 *LL *360)]A1/3 Ld (ft) = 19.7 17.9 15.6 LL Deflection 360 Ldallow = [384 *E *Ci *I /(5 *TL *240)]^1/3 Ld (ft) = 19,3 17.5 15.3_ TL Deflection 240 TL Defl. TL Defl. bending 2 x 8 Not Used axs A= 10.88 in2 Snow 25 psf Hem Fir t S = 13.14 in Dead 15 psf #2 1 = 47.63 in4 Other 0 psf Uwlunq�No CF= 1,2 Total 40 Psf Fb = 850 psi F„ = 150 psi Allowable Span @ 12" o,c. = 15.1 ft (TL Defl. ) E = 1.30E +06 psi Allowable Span @ 16" o.c. = 13,7 ft (TL Defl. ) Ci = 1 Incising (Fb) Allowable Span @ 24" o.c. = 12,0 ft (TL Defl. ) Ci = 1 Incising (E) soacinq (in) 12 16 24 Control % over allowed Lvauow = {[A"F„ *Co 1(1.5 *w)] +d } *2 Lv (ft) = 64,4 48.6 32.8 Shear 1% Lbauow = (S *Fb *Cp *Cr *CflCi *8/w)1/2 Lb (ft) = 17.5 15.2 12.4 Bending 4% Ldallow = [384 *E *Ci *I /(5 *LL *360)]A1/3 Ld (ft) = 15.4 14.0 12.2 LL Deflection 360 Ldallow = [384 *E *Ci *I /(5 *TL *240)]A1/3 Ld ft = 15.1 13.7 12.0 TL Deflection 240 TL Defl, TL Defl, TL Defl. PROJECT NAME: Yelm Creek Development PROJECT NUMBER: 15.026 AndersonChase, Inc a structural engineering corporation .Sh" ate: 1/4/2015 Design By: TLC FLOOR FRAMING 2012NDS/20121BC Location: Deck joists Cr = 1.15 repetetive Co = 1.0 LIVE CF = (varies) size 2 x 6 Not Used 2 x 6 _ V A= 8.25 in Live 40 psf Hem Fir V S = 7.56 in3 Dead 20 psf 42 _ V I = 20.80 in° Partition 0 psf Incising? No V CF= 1,3 Total 60 psf w,i Use? No V Fb = 850 psi Fv = 150 psi Allowable Span @ 8" o.c. = 11.5 ft (LL Defl. ) E = 1.30E +06 psi Allowable Span @ 12" o.c. = 10.0 ft (LL Defl. ) Ci = 1 Incising (Fb) Allowable Span @ 16" O.C. = 9.1 ft (LL Defl. Ci = 1 Incising (E) NA spacing (in) 8 12 16 Control % over allowed Lvallow = {[A *F„ *Cp/(1.5 *w)] +d] *2 Lv (ft) = 42.6 28.7 21.7 Shear 1% Lballow = (S *Fb *Cc *Cr *Cf*Ci *8/w)1r2 Lb (ft) = 12.9 10.5 91 Bending 4% Wallow = [384 *E *Ci *I /(5 *LL *360)]A1/3 Ld (ft) = 11.5 10.0 _ 9,1 LL Deflection 360 Wallow = [384 *E *Ci *I /(5 *TL *240)]A1/3 Ld (ft) = 11.5 10.0 91 TL Deflection 240 LL Defl, LL Defl. LL Defl. z x 8 At Decks 2 x s A = 10,88 in Live 40 psf Hem Fir IV S = 13.14 in3 Dead 46 psf #2 r 1 = 47,63 in Partition 0 psf Incising? No V CF = 1 2 Total 86 pSf Wet Use? No V Fb = 850 psi F„ = 150 psi Allowable Span @ 8" o.c. = 13.4 ft (TL Defl. ) E = 1.30E +06 psi Allowable Span @ 12" o.c. = 11. (bending ) Ci = 1 Incising (Fb) Allowable Span @ 16" o.c. = e., 9.7 ft bending ) Ci = 1 Incising (E) spacing (in) 8 12 16 Control % over allowed Lvallow = {[A *F„ *Co/(1.5 *w)] +d) *2 Lv (ft) = 39.5 26,8 20.4 Shear 1 % Lballow = (S *Fb *Cp *Cr *Cf Ci *8/w)'"2 Lb (ft) = 13.7 11.1 9.7 Bending 4% Wallow = [384 *E *Ci *[/(5 *LL *360)]A1/3 Ld (ft) = 15.1 13.2 12.0 LL Deflection 360 Wallow = [384 *E *Ci *I /(5 *TL *240)]A1/3 Ld (ft) = 13.4 11.7 10.6 TL Deflection 240 TL Defl, bending bmwipg 2 x 10 TYpical 2 x io �� A = 13.88 in Live 40 psf Hem Fir S = 21.39 in3 Dead 20 psf #2 !� 1 = 98.93 in' Partition 0 psf Incising? No V CF = 1.1 Total 60 pSf �g Wes Use? No �� Fb = 850 psi �� /t2y,4 F„ = 150 psi Allowable Span @ 8" o.c. = 19.3 ft LL Defl. ) E = 1.30E +06 psi Allowable Span @ 12" o.c. = 162 ft (bending ) Ci = 1 Incising (Fb) Allowable Span @ 16" o c. = 1 .1 nding ) CI = 1 Incising (E) rff. s_oacino (in) 8 12 16 Control % over allowed Lvallow = {[A *F„ *Cc/(1.5 *w)] +d) *2 Lv (ft) = 71.6 48.3 36.6 Shear 1% Lballow = (S *Fb *Co *Cr *Cf Ci *8 /w)t 2 Lb (ft) = 20.0 16.3 14.1 Bending 4% Wallow = [384 *E *Ci *I /(5 *LL *360)]^1/3 Ld (ft) = 19.3 16.8 15.3 LL Deflection 360 Wallow = [384 *E *Ci *I /(5 *TL *240)]A1/3 Ld (ft) = 19.3 16.8 1.5.3 TL Deflection_ 240 LL Defl. bending. bendf PROJECT NAME: Yelm Creek Development SHEET OF PROJECT NUMBER- qy-x,�v� VER 2.0 (6/99) 9 of 212 7 07/29/08 pego:By: YHW SOLID WOOD COLUMN DESIGN 2005 NDS F = Maximum allowable compression F, = FAT * Cp parallel to grain, psi F = Tabulated Comp. value (parallel to grain) multiplied by all applicable adjustment factors except Cp , psi Cr = Column stabilly factor 1 +�FE/F�� I+ (r, FE /F* CP = 2c 2c - 0.822Em N E' = Adjusted modulus of elasticity for beam stability FcE = z and column stability calculation, psi (1e Id d = depth of member, inches 1� = column length multiplied by buckling length coefficient (Ke), inches C = 0.8 for sawn lumber; 0,85 round timber piles and 0.9 for glue laminated timber and parallam members 5 i o T A 13 (-b- -FOR 9M4vITy ON(, Column Column Buckling Z e 6 d E min K °E FQE C Size Fe • Fc CP Fc Max Column All. Load Type Length Coeff. 12251 8x8 -HF 405 22761 Factor, CF Axial Load w/ Plate (Feet) Ke inches inches inches psi ^6 psi (FcM psi psi psi (Ibs) (Ibs) 2x4 -SGHF 9.00 1 108 1.5 35 044 0.82 3B0 0.8 1.05 800 840 0.40 335 1760 1760 2x4 -SGHF 9.00 1 108 1,5 3.5 0.44 0.82 380 08 105 800 840 0.40 335 1760 1760 2x4 -SGHF 9.50 1 114 1,5 3.5 0.44 0.82 341 0.8 1.05 800 840 0,36 306 1606 1606 2x4 -SGHF 9F10 50 1 114 1,5 3,5 044 0.82 341 0.8 1.05 800 840 0.36 $06 1606 1606 3x4 -SGHF 1 108 2.5 3.5 044 0.82 380 0.8 1.05 800 640 0.40 335 2934 2934 3x4 -SGHF 1 108 2.5 3.5 0 44 0.82 380 0.8 1 05 800 840 0.40 335 2934 2934 3x4 -SGHF 1 114 2 5 3 5 0 -44 0 82 341 0.8 1.05 800 840 0.36 306 2676 2676 3x4 -SGHF 1 114 25 3.5 0 -44 0.82 341 0.8 1,05 800 840 0.36 306 2676 2676 2x6 -SGHF 900 1 108 1.5 55 044 0 -82 938 0.8 1.00 800 800 0.74 594 4904 3341 2x6 -SGHF 9.00 1 108 1,5 55 044 082 938 08 1.00 800 800 0.74 594 4904 3341 2x6 -SGHF 9.50 1 114 15 55 0.44 082 842 0,8 1.00 800 800 0.71 567 4675 3341 2x6 -SGHF 9 -50 1 114 1,5 1 5,5 1 044 0.82 1 842 08 1.00 800 800 0.71 1 567 4675 1 3341 4x4 -HF 9.00 1 108 3,5 3.5 0.55 0 -82 475 0.8 1.15 1350 1553 0.28 440 5390 4961 4x4 -HF 9.50 1 114 3,5 3,5 0,55 0.82 426 08 1.15 1350 1553 0.26 399 4883 4883 4x4 -HF 10,00 1 120 3,5 3.5 0.55 0.82 385 0.8 1.15 1 1350 1553 0,23 363 4441 4441 4x6 -HF 9.00 1 108 3.5 5.5 0.55 0.82 1172 08 1.10 1350 1485 0.60 898 17284 7796 4x6 -HF 9.50 1 114 3.5 5.5 0 -55 0.82 1052 0.8 1.10 1350 1485 0.56 837 16103 7796 4x6 -HF 1 10.00 1 120 3,5 5.5 0.55 0.82 950 08 1,10 1350 1 1485 0.52 778 14982 7796 6x6 -HF 900 1 108 5,5 5.5 0.47 0.82 1002 0.8 1.00 850 850 0.74 633 19146 12251 6x6 -HF 9.50 1 114 5,5 5.5 0.47 082 899 08 1.00 850 850 0.71 604 18258 12251 6x6 -HF 10 -00 1 120 5.5 5.5 0.47 0,82 812 0,8 1.00 850 850 1 0.67 1 574 1 17350 12251 8x8 -HF 9.00 1 108 7.5 7.5 0.47 0.82 1863 0,8 1.00 850 850 0.88 749 42143 22781 8x8 -HF 9 -50 1 114 7.5 7,5 0.47 082 1672 0.8 1.00 850 850 0.86 735 41332 22781 8x8 -HF 10.00 1 120 7.5 7,5 0,47 0.82 1509 0.8 1.00 850 850 0.85 719 40449 22781 NOTES: 1. CD is assumed to be 1.0 for all columns (Load Duration Factor). 2. DF stands for Douglas Fir -Larch & HF stands for Hem -Fir. 3 2x members are Stud Grade and 4x_ & 6x_ members are #1 grade. 4. Spreadsheet does not do wak axis bending automatically. Swap d and b columns to get weak axis bending of unsymmetrical members. BEARING CAPACITY OF PtATE7 COLUMN Fc PER, PSI ALL. LOAD LEIS 2x4 -SGHF 405 2126 3x4-SGHF 405 3544 2x6 -SGH 405 3341 4x4 -HF 405 4961 4x6 -HF 405 7796 6x6 -HF 405 12251 8x8 -HF 405 22761 PLATE MATERIAL Fc, psi HEM FIR 405 DOUG FIR 625 PROJECT NAME: Yelm Creek Development PROJECT NUMBER: F ,5.a SHEET OF VER 2 0 (6199) 10 of 212 07/29/08 Design By: YHW A Division of ACP Consullenh Inc SOLID WOOD COLLIMN DESIGN - CONIRMED BENDING & AXIAL LOADS I BENDING LOAD ON EDGEWISE Le. SHORT FACE OF MEMBER 2006 NDS UNIAXIAL BENDING ONLY - ABOUT THE EDGEWISE AXIS (Subscript 1 indtcstes edqewise axis, 2 would indicate flatwise axis) / . Maximum allowable compression Jr J61 l parallel to grain, psi (See pr;Mous sheet) f { Fb• = Tabulated Comp, value (parallel 10 grain) multiplied by �/ p /� �l> l 6 A �c Fbl Ll -W c' �rl�� all applicable adjustment factors except CL , psi LOADING w t w.D `"' ba-lb Fbl = Fb. *CL NOTE: Need to verify that Pell is less than Pect (see note 3 in assumptions below) -- EDGEWISE FACE U.822E;,u, FCE = S E' = Adjusted modulus of elasticity for beam stability ��• dSx and column stability calculation, psi J d= b = width of member, inches . column length multiplied by FLATWISE buckling length coefficient (Ke), inches FACE Note: All column values based on calculations from column w/ 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 (Iu) is zero, therefore the beam slenderness ratio, Pe, is zero. Since 1, & Re is equal to zero, CL = 1 3. Verify that Pea is less than Peu 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 BENDING VALUES Max. INTERACTION Beam Beam b a LS FCr E'. Pad .% F� > f p Size Fee Load Dur. F d F. r W Spcg yy �r f b Interaction Type Length 12 1 1245 3x4 -SGHF 900 (<P�r) 2768 3x4 -SGHF 9.00 Bending Factor 3x4 -SGHF b (PSF) (In, 3x4 -SGHF 950 Value 1679 (Feel) inches inches psi psiA6 Ibs psi 2692 psi (Cc) (C.) psi psi 9.50 0 C) plf psi < 1.00 2x4 -SGHF 9 1.5 3.5 380 0.44 1184 226 OK 335 1 10 1 60 675 1188 50 16 6 67 264 1,00 2x4 -SGHF 9 1.5 3.5 380 0.44 1283 244 OK 335 1 10 160 675 1188 50 12 500 198 1.00 2x4 -SGHF 9.5 1.5 3.5 380 044 1141 217 OK 335 1 10 1.60 675 1186 5.0 16 667 295 1,00 2x4 -SGHF 9_5 1 , " 3.5 380 044 1248 238 OK. 3_35 1.10 1-6n 675 1188 5.0 12 1 500 221 1. 00 3x4 -SGHF 9 2.5 3,5 481 0.44 2768 316 OK 405 1 10 160 675 1188 50 16 667 159 1.00 3x4 -SGHF 9 2.5 3.5 380 0.44 2198 251 OK 335 110 160 675 1188 5.0 16 6.67 159 0.96 3x4 -SGHF 9.5 2.5 3.5 341 044 1944 222 OK 306 1 10 160 675 1188 50 16 6.67 177 0,95 3x4 -SGHF 95 2_11 3.5 308 0.44 1679 192 OK 2Fn 1 10 1.60 675 1188 5.0 16 6.67 177 0,87 2x6 -SGHF 9 1.5 5,5 938 044 4318 523 OK 594 100 160 675 1080 5.0 16 6.67 107 1.00 2x6 -SGHF 9 1,5 5.5 938 044 2692 326 OK 594 1.00 160 675 1080 230 16 30,67 493 1.00 2x6 -SGHF 95 1,5 5,5 938 0.44 4268 516 OK 594 1.00 1 60 675 1080 5.0 16 6.67 119 1.00 2_x.6 -SGHF 9 5 1.5 5,5 938 0,44 2471 300 OK 594 1 00 1 60 675 1080 23 0 16 30.67 549 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 facing Capacity 3x4 -SGHF (Feet) !!Inches! (Ibs) 2x4 -SGHF 900 16 1184 2x4 -SGHF 9,00 12 1283 2x4 -SGHF 9,50 16 1141 2x4 -SGHF 9,50 12 1 1245 3x4 -SGHF 900 16 2768 3x4 -SGHF 9.00 16 2198 3x4 -SGHF 9.50 16 1944 3x4 -SGHF 950 16 1679 '2x6 -SGHF 900 16 3341 2x6 -SGHF 900 16 2692 2x6 -SGHF 950 16 3341 2x6 -SGHF 9.50 16 2471 TLI%T. S Too BEARING CAPACITY OF PLATE- COLUMN Fc PER, PSI ALL LOAD LBS ZYASGaHF 405 2126 3x4 -SGHF 405 3544 2x6 -SGHF 405 3341 4x4 -IF 405 4961 6x6 -DF 405 12251 PLATE MATERIAL Fr, psl HEM FIR 405 DOUGFIR 625 11 of 212 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: icv, d Zs Vertical Structural Calculations (Unit B) AnderscnCh se Sheet _1_of_ A Structural Engineering Corporation Date: 8/1/2008 5521 - Suite B - 100th St SW; Lakewood, WA 98499 Design By: YHW I I., n � 26' -I" �I I ¢ i 1 5m 7110 WMAWS Ui* B ° 0 F- (OVER 3RD FLOOR WALLS) V tj I-T 12 of 212 Co( =2,671< .LK ■ U ] I OT 01 l K 0 1 Og I f .A"derscnCimse A Structural Engineering Corporation JOB # SHEd3 of 212 OF 5521 - Suite B - 100th St SW; Lakewood, WA 98499 DESIGNED DATE PROJECT CHECKED DATE =L s•; W L - ( X03 ] � i' t /�= C26ii�� z 9 t;IL.-'# Vol • 3ti (2-0 2-1 L-=. S mil = 3 ° ' � V� t f P VF X I' !� ov�R Zt 2-7— ' I I 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941 -9929 Fax: (253) 941 -9939 Seattle / Eastside (206) 292 -0940 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block tine 6 _ Wood Beam Design Title : Dsgnr: Project Desc.: Project Notes . Description : R01 Material Properties _� T Service loads entered. Load Factors will be applied for calculations. Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension 150.00 Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade ; No.2 Fv 0.553 : 1 Section used for this span Ft Section used for this span Beam Bracing : Beam is Fully Braced against lateral- torsion buckling fb : Actual = Job # 14 of 212 Printed: 29 JUL 2006, 11:40AM ENERCXCG INC. 1993-20M. Var: 6.0.10 Calculations per IBC 2006, CBC 2007, 2005 NDS 850 psi E : Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend - xx 470ksi 405 psi 150 psi 525 psi Density 27.7 pcf ADolled Loads _� T Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 4.34 1,042.42 1,020.00 Uniform Load : D = 0.3080, S = 0.5130 klft, Tributary Width =1.0 f 95.42 150.00 -DE'S1fN. SUMMARY - -. ■- • • Maximum Bending Stress Ratio = 0.8891 Maximum Shear Stress Ratio 0.553 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 1,042.42 psi fv : Actual = 95.42 psi FB : Allowable = 1,173.00psi Fv : Allowable 172.50 psi Load Combination +D +S +H Load Combination +D +S +H Location of maximum on span = 3.272ft Location of maximum on span = 5.758ft Span # where maximum occurs = Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection 0.208 1.63 391.06 Max Downward Live Load Deflection = 0.000 in 35,80 172.50 Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.111 in Length = 6.50 ft 1 Max Upward Total Deflection = 0.000 in 1.63 391.06 Total Deflection Ratio = 702 35.80 172.50 Maximum Forces & Stresses for Load Combinations _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Length = 6.50 ft 1 1.022 0.636 4.34 1,042.42 1,020.00 2.06 95.42 150.00 +D Length = 6.50 ft 1 0.383 0.239 1.63 391.06 1,020.00 0.77 35.80 150.00 +D +L +H Length = 6.50 ft 1 0.333 0.208 1.63 391.06 1,173.00 0.77 35,80 172.50 +D +Lr +H Length = 6.50 ft 1 0.333 0.208 1.63 391.06 1,173.00 0.77 35.80 172.50 +D +S +H Length = 6.50 ft 1 0.889 0.553 4.34 1,042.42 1,173.00 2.06 95.42 172.50 Overall Maximum Wedons - Unfactored Loads Load Combination Span Max. _ " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span D + L + S +E/1.4 1 0.1111 3.272 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 15 of 212 and then using the "Printing & Project Notes Title Block" selection. 3.272 Title Block Line 6 Printed: 29 JUL 2W8.11:40AM WgDId.Beam Dealgn�acuc,aac,aooe.v,�a;p..� 1 KW-06004293 License Owner Description : R01 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Deft Location in Span Max. Upward Deft Location in Span D Only 1 0.0417 3.272 0.0000 0.000 S Only 1 0.0694 3.272 0.0000 0.000 D + L + S 1 0.1111 3.272 0.0000 0.000 D + L + S + Wl2 1 0.1111 3.272 0.0000 0.000 D + L + W + Sl2 1 0.0764 3.272 0.0000 0.000 D + L + S + E11.4 1 0.1111 3.272 0.0000 0.000 Maximum Vertical Reactions • Unhdored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2,668 2.668 D Only 1,001 1.001 S Only 1.667 1.667 D + L + S 2.668 2.668 D +L +S +Wl2 2.668 2.668 D + L + W + Sl2 1.835 1.835 D +L +S +El1.4 2.668 2.668 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 16 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 29 JUL M8, 11:41 AM Wood Beam Design T -- - - eHFR[i111C,t1iG +1a8sx1oe;vet Faso . Lic. #: KW-06004293 License • Description : R02 Material Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension Max Upward Live Load Deflection = Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade ; No.2 Fv Max Upward Total Deflection = Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850.0 psi E: Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.0 ksi 405.0 psi 150.0 psi 525.0 psi Density 27.70 pcf lied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = Uniform Load : D = 0.3310, S = 0.5510 k /ft, Tributary Width =1.0 f 0.049 in Max Upward Total Deflection = DESIGN - .SUMMARY Total Deflection Ratio = 1231 Maximum Bending Stress Ratio = 0.719. 1 Maximum Shear Stress Ratio = 0.487 : 1 Section used for this span 2 -2x10 Section used for this span 2 -2x10 fb : Actual = 773.08 psi fv : Actual = 83.99 psi FB : Allowable = 1,075.25psi Fv : Allowable = 172.50 psi Load Combination +D +S +H Load Combination +D +S +H Location of maximum on span = 2.483ft Location of maximum on span = 4.262 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.000 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.049 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1231 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 5.0 ft 1 0.827 0.560 2.76 773.08 935.00 1.55 83.99 150.00 +D Length = 5.0 ft 1 0.310 0.210 1.03 290.13 935.00 0.58 31.52 150.00 +D +L +H Length = 5.0 ft 1 0.270 0.183 1.03 290.13 1,075.25 0.58 31.52 172.50 +D +Lr +H Length = 5.0 ft 1 0.270 0.183 1.03 290.13 1,075.25 0.58 31.52 172.50 +D +S +H Length = 5.0 ft 1 0.719 0.487 2.76 773.08 1,075.25 1.55 83.99 172.50 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. '2 DO Location in Span Load Combination Max. 'W' Defl Location in Span D + L + S + E/1 A 1 0.0487 2.517 0.0000 0.000 Title Block Line 1 Title : You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. 0.0000 Title Block_ Line 6 _ - - -- 1 Wood Beam Design 2.517 Description : R02 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location In Span Max. Upward Defl D Only 1 0.0183 2.517 0.0000 S Only 1 0.0304 2.517 0.0000 D + L + S 1 0.0487 2.517 0.0000 D + L + S + Wl2 1 0.0487 2.517 0.0000 D + L + W + S12 1 0,0335 2.517 0.0000 D + L + S + E11.4 1 0.0487 2.517 0.0000 Maximum Vertical Reactions • UrlfactorBd Support notation : Far left is #1 Job # 17 of 212 Printed: 29 JUL 20U.11:41AM i_NMME, INC. 1993-20A Ver. 6.0..19 Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination Support 1 Support 2 Overall MAXimum 2.205 2.205 D Only 0.828 0.828 S Only 1.378 1.378 D + L + S 2.205 2.205 D + L + S + W/2 2.205 2.205 D +L +W +Sl2 1.516 1.516 D + L + S + E /1.4 2.205 2.205 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design ^ Title : Job # Dsgnr: Project Desc.: 18 of 212 Project Notes Description : R03 Material_ Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension Maximum Bending Stress Ratio = 0.920r. 1 Fc - Prll Wood Species Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv +D +S +H Location of maximum on span = Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Printed: 29 JUL 2008,11:44AM Ver. 019 Calculations per IBC 2006, CBC 2007, 2005 NDS 900 psi E: Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend -xx 580ksi 625 psi 180 psi 575 psi Density 32.21 pcf Applied Loads Load for Span Number 1 Maximum Shear Stress Ratio = Uniform Load : D = 0.3080, S = 0.5130 klft, Tributary Width =1.0 f DESIGN SUMMARY__ fv : Actual = Maximum Bending Stress Ratio = 0.920r. 1 Section used for this span 6x10 fb : Actual = 952.66 psi FB : Allowable = 1,035.00 psi Load Combination +D +S +H Location of maximum on span = 3.973ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.000 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.122 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 789 Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. Max Stress Ratios Maximum Shear Stress Ratio = 0.370 : 1 Section used for this span 6x10 fv : Actual = 76.56 psi Fv : Allowable = 207.00 psi Load Combination +D +S +H Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 8.0 ft 1 1.059 0.425 6.57 952.66 900.00 2.67 76.56 180.00 +D Length = 8.0 ft 1 0.397 0.160 2.46 357.39 900.00 1.00 28.72 180.00 +D +L +H Length = 8.0 ft 1 0.345 0.139 2.46 357.39 1,035.00 1.00 28.72 207.00 +D+Lr +H Length = 8.0 ft 1 0.345 0.139 2.46 357.39 1,035.00 1.00 28.72 207.00 +D +S +H Length = 8.0 ft 1 0.920 0.370 6.57 952.66 1,035.00 2.67 76.56 207.00 Overall Maximum Deflections -- Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +" Defl Location in Span D + L + S + E 11.4 1 0.1216 4.027 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: Location in Span using the "Settings" menu item Project Desc.: 19 of 212 and then using the "Printing & Project Notes 0.000 Title Block" selection. 1 0.0760 Title Block Line 6 0.0000 Printed: 29 JUL 2008,11:44AM Wood Beam Deaigin- 1 - 80VLC.W INS -2WW �Q,a :-KW-06004293 0.0000 License Owner:� Description : R03 1 0.1216 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0456 4.027 0.0000 0.000 S Only 1 0.0760 4.027 0.0000 0.000 D + L + S 1 0.1216 4.027 0.0000 0.000 D + L + S +W/2 1 0.1216 4.027 0.0000 0.000 D + L +W + Sl2 1 0.0836 4.027 0.0000 0.000 D + L + S + E11.4 1 0.1216 4.027 0.0000 0.000 Maximum Vertical Reactions - Untactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3284 3.284 D Only 1.232 1.232 S Only 2.052 2.052 D + L + S 3.284 3.284 D + L + S + Wl2 3.284 3.284 D + L + W + Sl2 2.258 2.258 D + L + S + E11.4 3.284 3.284 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.; 20 of 212 and then using the "Printing & Project Notes Title Block" selection. Fv _Title Block Line 6 Prinled: 29 JUL 2t H,11:46AM -� Wood Beam Design fv- design • ENERCALC 1NC.19P3.MU Vor.6.0.1B 0,00. :. Description : R04 Section used for this span Material Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade ; No.2 Fv fb- design Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850 psi E: Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend - xx 470 ksi 405 psi 150 psi 525 psi Density 27.7 pcf I- - Applied Loads 846 - Service loads entered, Load Factors will be applied for calculations Load for Span Number 1 Summary of Shear Values Segment Length Uniform Load : D = 0.1350, S = 0.2250 klft, Tributary Width =1.0 f V Mactual fb- design DES"SUltilWRY Vactual fv- design • Maximum Bending Stress Ratio = 0.590r 1 Maximum Shear Stress Ratio - 0.314 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 692.39 psi fv : Actual = 54.18 psi FB : Allowable = 1,173.00psi Fv : Allowable = 172.50 psi Load Combination +D +S +H Load Combination +D +S +H Location of maximum on span = 4.027ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Length = 8.0 ft 1 Max Downward Live Load Deflection = 0.000 in 1.08 259.65 Max Upward Live Load Deflection = 0.000 in 20.32 150.00 Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.112 in Max Upward Total Deflection = 0.000 in Length = 8.0 ft 1 Total Deflection Ratio = 859 1.08 259.65 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 8.0 ft 1 0.679 0.361 2.88 692.39 1,020.00 1.17 54.18 150.00 +D Length = 8.0 ft 1 0.255 0.135 1.08 259.65 1,020.00 0.44 20.32 150.00 +D +L +H Length = 8.0 ft 1 0.221 0.118 1.08 259.65 1,173.00 0.44 20.32 172.50 +D +Lr +H Length = 8.0 ft 1 0.221 0.118 1.08 259.65 1,173.00 0.44 20.32 172.50 +D +S +H Length = 8.0 ft 1 0.590 0.314 2.88 692.39 1,173.00 1.17 54.18 172,50 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "J" Defl Location in Span Load Combination Max. " +' Defl Location in Span D + L + S + EM A 1 0.1118 4.027 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 21 of 212 and then using the "Printing & Project Notes Title Block" selection. 4.027 Title Block Line 6 _ Printed: 29 JUL 2008,11:46AM N - - i ■ ood Seam Design NERU.G&t- iRD- 2008,vrrSAI0'� 0.ii • Description : R04 0.000 Maximum Deflectlons for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max, Upward Deft Location in Span D Only 1 0.0419 4.027 0.0000 0.000 S Only 1 0.0698 4.027 0,0000 0.000 D + L + S t 0.1118 4.027 0.0000 0.000 D + L + S + Wl2 1 0.1118 4.027 0.0000 0.000 D + L + W + Sl2 1 0.0768 4.027 0.0000 0.000 D + L + S + E11.4 1 0.1118 4.027 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.440 1,440 D Only 0.540 0.540 S Only 0.900 0.900 D + L + S 1.440 1.440 D + L + S +W12 1.440 1.440 D +L +W +Sl2 0.990 0.990 D + L + S + E11.4 1.440 1.440 AnderscnChase Ili A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT 3 mz 'r_ t~►o u ►Z, i1' T,- f -LT I [/&(, Z -C. s r 64 JOB # SHEET22 of 212 OF DESIGNED DATE CHECKED DATE 2,0 ) C '+') FVP 1<4),7 V' jC I-t' f ,° )rg�x .14. s /2. sir r`�" o4 C 4-0 (2-0 )PVF- FSat, L= �'F �1- 0 ) P s F X I %2. = C34,° )PVF A u v6 T'a 5 A� *� ti, F A-& "n 1 +J p �,`z`'M`l V ! r �R �' �.t. • i'Z F R .rs xn 1 N� 5 0 % S17 5 A W% 1C^ 11 VA W► S 171 S 4 5, ML Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc,: 23 of 212 and then using the "Printing & Project Notes Title Block" selection. Wood Species Title Block tine 6 Primed: 29 JUL 2MB, 1:17PM _ Wood Beam Design - - ENFRMC, INC IK$-M, Win 5.0,10 KW-06004293 LJcense Owner Description : F301 Ft Material Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension 2 -2x10 Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv = 40.00 psi Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850 psi E: Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend - xx 470ksi 405 psi 150 psi 525 psi Density 27.7 pcf Applied! Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.140, L = 0.280 klft, Tributary Width =1.0 f Maximum Bending Stress Ratio = 0.3941 Maximum Shear Stress Ratio 0.267 : 1 Section used for this span 2 -2x10 Section used for this span 2 -2x10 fb : Actual = 368.14 psi fv : Actual = 40.00 psi FB : Allowable = 935.00psi Fv : Allowable - 150.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 2.517ft Location of maximum on span = 4.262 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.015 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 3877 Max Downward Total Deflection = 0.023 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 2585 Maximum <Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 5.0 ft 1 0.394 0.267 1.31 368.14 935.00 0.74 40.00 150.00 +D Length = 5.0 ft 1 0.131 0.089 0.44 122.71 935.00 0.25 13.33 150.00 +D +L +H Length = 5.0 ft 1 0.394 0.267 1.31 368.14 935.00 0.74 40.00 150.00 +D +Lr +H Length = 5.0 ft 1 0.131 0.089 0.44 122.71 935.00 0.25 13.33 150.00 +D+0.750Lr+0.750L +H Length = 5.0 ft 1 0.328 0.222 1.09 306.78 935.00 0.62 33.33 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +° Defl Location in Span D + Lr + L 1 0.0232 2.517 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line B Wood Beam Design Description : F301 Maximum Deflections for Load Combinations - Unfactored loads Title : Dsgnr: Project Desc. Project Notes : Job # 24 of 212 Printed: 29 JUL ; 478 1:17PM £NFRCALC.INC. 19832008, Ver. &Q.1B Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0077 2.517 0.0000 0.000 L Only 1 0.0155 2.517 0.0000 0.000 Lr+L Only 0.0155 2.517 0.0000 0.000 D + Lr + L 1 0.0232 2.517 0.0000 0.000 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 1.050 1.050 D Only 0,350 0.350 L Only 0.700 0,700 Lr+L Only 0.700 0.700 D + Lr + L 1.050 1.050 Support notation : Far left is #1 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 25 of 212 and then using the "Printing & Project Notes Title Block" selection. fb : Actual = Title Block Line 6 - Printed: 29 JUL 2(168, 1:18PM - - - ,.Wood Beam Design ENERCAM NC. 1983.008, v_ 8.0.19 0.00. Perp Description : F302 ; No.2 Material Properties Analysis Method: Allowable Stress Design Fib - Compr Load Combination 20061BC &ASCE7 -05 Fib - Tension 2 -2x10 fb : Actual = Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade ; No.2 Fv Maximum Deflection Length = 6,0 ft Max Downward Live Load Deflection = Ft Max Upward Live Load Deflection = Beam Bracing : Beam is Fully Braced against lateral- torsion buckling 1309 Calculations per IBC 2006, CBC 2007, 2005 NDS 850.0 psi E: Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.Oksi 405.0 psi 150.0 psi 525.0 psi Density 27.70 pcf Applied Loads RW,, Load for Span Number 1 0.580 : 1 Uniform Load : D = 0.240, L = 0.480 k /ft, Tributary Width =1.0 f DESIGNS ARY fv : Actual = Maximum Bending Stress Ratio = 0.9721 Section used for this span 2 -2x10 fb : Actual = 908.77 psi FB : Allowable = 935.00psi Load Combination +D +L +H Location of maximum on span = 3.020ft Span # where maximum occurs = Span # 1 Maximum Deflection Length = 6,0 ft Max Downward Live Load Deflection = 0.055 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1309 Max Downward Total Deflection = 0.083 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 872 Service loads entered. Load Factors will be applied for calculations, Maximum Shear Stress Ratio = 0.580 : 1 Section used for this span 2 -2x10 fv : Actual = 86.98 psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Location of maximum on span = 5.235 ft Span # where maximum occurs = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Length = 6.0 ft 1 0.972 0,580 3.24 908.77 935.00 1.61 86.98 150.00 +D Length = 6,0 ft 1 0.324 0.193 1.08 302.92 935.00 0.54 28.99 150,00 +D +L+H Length = 6.0 ft 1 0.972 0.580 3.24 908.77 935.00 1.61 86.98 150.00 +D +Lr +H Length = 6.0 ft 1 0.324 0.193 1.08 302.92 935.00 0.54 28.99 150.00 +D+0.750Lr+0.750L +H Length = 6.0 ft 1 0.810 0.483 2.70 757.31 935.00 1.34 72.48 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" DO Location in Span Load Combination Max. " +" Defl Location in Span D + Lr + L 1 0.0825 3.020 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. _Title Block Line 6 _ Wood Beam Design Description : F302 Maximum Deflections for Load Combinations - Unfactored Loads Title : Job # Dsgnr: Project Desc.: 26 of 212 Project Notes Printed: 29 JUL W. 1:18PM ENERCALC, W- Load Combination Span Max. Downward Deft Location in Span Max. Upward Defl Location in Span D Only 1 0.0275 3.020 0.0000 0.000 L Only 1 0.0550 3.020 0.0000 0.000 Lr+L Only 1 0.0550 3.020 0.0000 0.000 D + Lr + L 1 0.0825 3.020 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.160 2A 60 D Only 0.720 0.720 L Only 1.440 1.440 Lr +L Only 1.440 1.440 D +Lr +L 2.160 2.160 Title Block Line 1 Title : Job # You can changes this area Dsgnr: Fb - Tension using the "Settings" menu item Project Desc.: 27 of 212 and then using the "Printing & Project Notes ; Eminbend - xx 470ksi Title Block" selection. Fc - Perp 405 psi Title Block Llne 6 Wood Grade : No.2 Printed: 30 JUL 2008, 9:33AM _ - -- - WL]Df� 88811!'1 Design -- - - - Flx v'•�7� =-238 Yabn paetrAO�a� I�- sg9}�uchr�lA�pi�wAU�1lodUhdt e13d nv�tietirei+oef ENERCALC, iNC. 1093-2<DN. Ver BA 1P KW-06004293 License ■ Description : F303 Fv : Allowable = 150.00 psi Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 850 psi E: Modulus of Elasticity Load Combination 20061 BC &ASCE7 -05 Fb - Tension 850 psi Ebend- xx 1300 ksi Max Upward Total Deflection = Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species ; Hem Fir Fc - Perp 405 psi 0.871: 1 Wood Grade : No.2 Fv 150 psi 3 -2x10 Section used for this span Ft 525 psi Density 27.7pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling 74.57 psi FB : Allowable = Applied Loads 0.058 in Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Live Load Deflection Ratio = 1347 Max Downward Total Deflection = Uniform Load : D = 0.2750, L = 0.550 klft, Tributary Width =1.0 f Max Upward Total Deflection = 0.000 in ,DESIGN- SUhfA+ ARK 898 Segment Length ■ Maximum Bending Stress Ratio = 0.871: 1 Maximum Shear Stress Ratio = 0.497 : 1 Section used for this span 3 -2x10 Section used for this span 3 -2x10 fo : Actual = 814.72 psi fv : Actual = 74.57 psi FB : Allowable = 935.00psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 3.228ft Location of maximum on span = 5.758 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.058 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1347 Max Downward Total Deflection = 0.087 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 898 Maximum-Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 6.50 ft 1 0.871 0.497 4.36 814.72 935.00 2.07 74.57 150.00 +D Length = 6.50 ft 1 0.290 0.166 1.45 271.57 935.00 0.69 24.86 150.00 +D +L +H Length = 6.50 ft 1 0.871 0.497 4.36 814.72 935.00 2.07 74.57 150.00 +D +Lr +H Length = 6.50 ft 1 0.290 0.166 1.45 271.57 935.00 0.69 24.86 150.00 +D+0.750Lr+0.750L +H Length = 6.50 ft 1 0.726 0.414 3.63 678.93 935.00 1.72 62.14 150,00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "' Defl Location in Span Load Combination Max. °+" Defl Location in Span D + Lr + L 1 0.0868 3.272 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 28 of 212 and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed; 30 JUL 2008, 9:33AM Wood Beam Design Sa•�+a+myt,nas,�r EN�AG�LG.IHG.19�3.2008, Var. $,A1B KW-06004293 License Owner Description : F303 Maximum Deflections for Load Combinations - Unfsctored Los& Load Combination Span Max. Downward Defl Location in Span D Only L Only Lr+L Only D +Lr +L 0.0289 3.272 0.0579 3.272 0.0579 3.272 0.0868 3.272 M&Jmum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall Ximurn 2.681 2.681 D Only 0.894 0.894 L Only 1.788 1.788 Lr+L Only 1.788 1.788 D +Lr +L 2.681 2.681 Support notation : Far left is #1 Max. Upward Defl Location in Span 0.0000 0.000 0.0000 0.000 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc. 29 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 29 JUL 20082 1:56PM ,Wood Beam design ENERCAM 1MC 1093 -200O, Var 8.010 Lic. #: KW-06004293 License Owner., I Description : F303 Material Properties 0.416: 1 Calculations per IBC 2006, CBC 2007, 2005 NDS_ Analysis Method: Allowable Stress Design Fb - Compr 2400 psi E: Modulus of Elasticity 1193 Load Combination 20061BC &ASCE7 -05 Fb - Tension 1850 psi Ebend -xx 1800ksi 1,239.28psi Fc - Prll 1650 psi Eminbend - xx 930 ksi Wood Species DF /DF Fc - Perp 650 psi Ebend - yy 1600 ksi Wood Grade 24F - V4 Fv 265 psi Eminbend - yy 830 ksi 1,239.28 Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling _ - -_ Applied Loads 0.416: 1 Load for Span Number 1 0.065 in Uniform Load : D = 0.2750, L = 0.550 k /ft, Tributary Width =1.0 f DESIGN SUMMARY 1193 Maximum Bending Stress Ratio = 0.5161 Section used for this span 3.125x9 fb : Actual = 1,239.28psi FB : Allowable = 2,400.00psi Load Combination +D +L +H Location of maximum on span = 3.228ft Span # where maximum occurs = Span # 1 Maximum Deflection 0.416: 1 Max Downward Live Load Deflection = 0.065 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1193 Max Downward Total Deflection = 0.098 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 795 Maximum- Forces & Stresses for Load Combinations ur 1 1 o N Yi �- Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.416: 1 Section used for this span 3.125x9 fv : Actual = 110.37 psi Fv : Allowable = 265.00 psi Load Combination +D +L +H Location of maximum on span = 5.758 ft Span # where maximum occurs = Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 6.50 ft 1 0.516 0.416 4.36 1,239.28 2,400.00 2.07 110.37 265.00 +D Length = 6.50 ft 1 0.172 0.139 1.45 413.09 2,400.00 0.69 36.79 265.00 +D +L +H Length = 6.50 ft 1 0.516 0,416 4.36 1,239.28 2,400.00 2.07 110.37 265.00 +D +Lr +H Length = 6.50 ft 1 0.172 0.139 1.45 413.09 2,400.00 0.69 36,79 265.00 +D+0.750Lr+0.750L +H Length = 6.50 ft 1 0.430 0.347 3.63 1,032.73 2,400.00 1.72 91.97 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination _ Max. " +" Defl Location in Span D + Lr + L 1 0.0980 3.272 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc. 30 of 212 and then using the "Printing & Project Notes . Title Block" selection. Title Block Line u Pdnted:29JUL 2008, 1:56PM I Wood Beam Design ENERCAL0,WC.,9D-2t10.W_6.0.,9 Description : F303 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward DOI Location in Span Max. Upward Defl Location in Span D Only 1 0.0327 3.272 0.0000 0.000 L Only 1 0.0653 3.272 0.0000 0.000 Lr+L Only 1 0.0653 3.272 0.0000 0.000 D + Lr + L 1 0.0980 3.272 0.0000 0.000 Maximum Vertical Reactlon8 - Ltnfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall N 9XII mam 2.681 2.681 D Only 0.894 0.894 L Only 1.788 1.788 Lr+L Only 1.788 1.788 D +Lr +L 2.681 2.681 Title Block Line 1 Fb -allow Title : fv- design Job # You can changes this area Maximum Bending Stress Ratio = Dsgnr: Section used for this span 2 -2x10 using the "Settings" menu item 447.02 psi Project Desc.: 935.00psi 31 of 212 and then using the "Printing & Location of maximum on span = Project Notes Span # where maximum occurs = Span # 1 Title Block" selection. 935.00 Max Downward Live Load Deflection = 0.019 in Max Upward Live Load Deflection = Title Block Line 6 Live Load Deflection Ratio = 3193 Max Downward Total Deflection = Printed: 29 JUL 20M, 1:21PM Wood Beam Design 0.000 in Total Deflection Ratio = 2128 ENERcuc,W_1983,M.va:aa1.9 KW-06004293 1 0.159 0.108 License Owner J Description : F304 Material Properties 1 0.398 Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 850.0 psi E: Modulus of Elasticity Load Combination 20061BC &ASCE7 -05 Fb - Tension 850.0 psi Ebend- xx 1,300.Oksi 1 Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade ; No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Applied Loads Fb -allow Load for Span Number 1 fv- design Uniform Load : D = 0.170, L = 0.340 klft, Tributary Width =1.0 f Maximum Bending Stress Ratio = 0.47& 1 Section used for this span 2 -2x10 fb : Actual = 447.02 psi FB : Allowable = 935.00psi Load Combination +D +L+H Location of maximum on span = 2.517ft Span # where maximum occurs = Span # 1 Maximum Deflection 935.00 Max Downward Live Load Deflection = 0.019 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 3193 Max Downward Total Deflection = 0.028 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 2128 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mactual Summary of Moment Values Overall MAXimum Envelope Fb -allow Vactual fv- design Fv -allow Length = 5.0 ft 1 0.478 0.324 1.59 +D 935.00 0.30 16.19 150.00 Length = 5.0 ft 1 0.159 0.108 0.53 +D +L +H 935.00 0.30 16.19 150.00 Length = 5.0 ft 1 0.478 0.324 1.59 +D +Lr +H Length = 5.0 ft 1 0.159 0.108 0.53 +D+0.750Lr+0,750L +H Length = 5.0 ft 1 0.398 0.270 1.33 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span D + Lr + L 1 0.0282 2.517 r- ■ = 0.324 :1 2 -2x10 48.57 psi 150.00 psi +D +L +H 4.262 ft = Span # 1 r fb- design Fb -allow Vactual fv- design Fv -allow 447.02 935.00 0.90 48.57 150.00 149.01 935.00 0.30 16.19 150.00 447.02 935.00 0.90 48.57 150.00 149.01 935.00 0.30 16.19 150.00 372.52 935.00 0.75 40.47 150.00 Load Combination Max. " +" Dail Location in Span 0.0000 0.000 u Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 32 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line S Printed: 29 JUL 1008, 1:21 PM Wood Boom design EHERCUC, K 1W3- M.Vece,o.19 1 Description : F304 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Deft Location in Span D Only 1 0.0094 2.517 O0000 0.000 L Only 1 0.0188 2.517 0.0000 0.000 Lr+L Only 1 0.0188 2.517 0.0000 0.000 D + Lr + L 1 0.0282 2.517 0.0000 0.000 Maximum Vertical Radlorls -,L�fffa - Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall M ,Rmum 1.275 1.275 D Only 0.425 0.425 L Only 0.850 0.850 Lr+L Only 0.850 0.850 D + Lr + L 1.275 1.275 Title Block Line 1 Title : Job # You can changes this area Dsgnr: Fb - Tension using the "Settings" menu item Project Desc.: 33 of 212 and then using the "Printing & Project Notes Fc - Perp Title Block" selection. : No.2 Fv Title Block Line 6 Max Downward Live Load Deflection = Printed: 29 JUL 20p8, 1:22PM I- Wood Beam Design : Beam is Fully Braced against lateral- torsion buckling ENERMC.INC 1x02200 .vor 6.a 19 KW-06004293 Max Downward Total Deflection = License Owner Description : F305 0.000 in Total Deflection Ratio = Material Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension 405.0 psi 935.00psi Fc - Prll Wood Species ; Hem Fir Fc - Perp Wood Grade : No.2 Fv Overall MAXimum Envelope Max Downward Live Load Deflection = Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850.0 psi E: Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.0 ksi 405.0 psi 935.00psi 150.0 psi +D +L +H 525.0 psi Density 27.70 pcf lied Loads Load for Span Number 1 Uniform Load : D = 0.10, L = 0.20 klft, Tributary Width =1.0 fi Maximum Bending Stress Ratio = 0.101: 1 Section used for this span 2 -2x10 fb : Actual = 94.66 psi FB : Allowable = 935.00psi Load Combination +D +L +H Location of maximum on span = 1.490ft Span # where maximum occurs = Span # 1 Maximum Deflection Overall MAXimum Envelope Max Downward Live Load Deflection = 0.001 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 25133 Max Downward Total Deflection = 0.002 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 16755 Maximum Forces &- Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations, Maximum Shear Stress Ratio 0.079 : 1 Section used for this span 2 -2x10 fv : Actual = 11.92 psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Location of maximum on span = 2.235 ft Span # where maximum occurs = Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 3.0 ft 1 0.101 0.079 0.34 94.66 935.00 0.22 11.92 150.00 +D Length = 3.0 ft 1 0.034 0.026 0.11 31.55 935.00 0.07 3.97 150.00 +D +L +H Length = 3.0 ft 1 0.101 0.079 0.34 94.66 935.00 0.22 11.92 150.00 +D +Lr +H Length = 3.0 ft 1 0.034 0.026 0.11 31.55 935.00 0.07 3.97 150.00 +D+0.750Lr+0.750L +H Length = 3.0 ft 1 0.084 0.066 0.28 78.89 935.00 0.18 9.93 150,00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination Max. °+" Defl Location in Span D +Lr +L 1 0.0021 1,510 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 34 of 212 and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 29 JUL 208.1:22PM Wood Beam Design — ENEaCu.c,W- 1y0X20X,.1Mr:6.RtG 004293 Li Gense Owner:,, Description : F305 Maximum Deflections for Load C6mblrlations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0007 1.510 0.0000 0.000 L Only 1 0.0014 1.510 0.0000 0.000 Lr+L Only 1 0.0014 1.510 0.0000 0.000 D + Lr + L 1 0.0021 1.510 0.0000 0.000 Maximum yviocal R"COORS • Unfac fad Support notation : Far left is #1 Load Combination Support 1 Support 2 verall 'mum 0.450 0.450 D Only 0.150 0.150 L Only 0.300 0.300 Lr+L Only 0.300 0.300 D + Lr + L 0.450 0.450 3EAM 3" IN I F,4+ -E OF WALL ! =L 310ING II F.T. 6x6 POST P.T. 6x12 �o :n - o- e -Fr- L r� PLUMBING FIXTURES ABOVE l26' -1" SEE PARTIAL 10 PLAN ABOVE gr�0 FOR SHEARWALL E AT PARTYWALL 2x10 CONDITION i _ _ _16" O.G. to (2)2x10 7" n, �= 3 0 T` a �3 0 - fi N v l lq 5 of 212 SET BEAM 3" IN F 3 D 6 FROM FACE OF WALL FOR FLUSH SIDING P.T. 6x12 ]1-F?. 6x6 POST 1r X Cl dfA (2)2x10�tq - t`F 3 0 n^ r r .Y r r • r r , i � r i r r j • rllrrir r i�irrir _ " r�rrrr�■• j�•_f _ - •flrrr Y © • r/ ry • - II- 1 D 'i s: E PARTIAL l0 .fzLAN ABOVE 650a SHEARWALL AT PARTYWALL 2x10 a EDITION 16" O.G. k` s (4)1x10\ t� I. �--1,o —LEI 1 2 $506 Ilia# ljrp B (OVER IST FLOC 26' -1" Q FLD6 PT. 6x(o POST �-6 1 FZv� C2-1 l _F id — PLUMBING FIXTURES ABOVE ,r i irrrr rrr.. As ) " F: -Y Floorl�aming Plans 36 2 D SEE PARTIAL PLAN ABOVE I FOR SHEARWALL ! AT PARTYWALL II 2) CONDITION i IE I�� 1412x1@ �r-- 0 410 r i i i i i r i i i i i r t i i r i r r/ All Title Block Line 1 Title: Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 37 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Btock Line 6 Printed: 29 JUL 2006. 1:25PM Wood Beam Design T ENSC'JLLC, INC. 1%3-M, Mw, 6.0.,6 Lic. #: KW-06004293 License Owner.: Description : F306 Material Properties _ Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb • Tension Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.Oksi 625.0 psi Uniform Load : D = 0.1440, L = 0.120 klft, Tributary Width =1.0 f 180.0 psi 180.00 575.0 psi Density 32.210 pcf HIM Applied loads � Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 2.67 387.71 900.00 Uniform Load : D = 0.1440, L = 0.120 klft, Tributary Width =1.0 f 28.15 180.00 . -DEEM SUMMARY _ ■ _ _ s 'Maximum Bending Stress Ratio = 0.431: 1 Maximum Shear Stress Ratio = 0.156 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 387.71 psi fv : Actual 28.15 psi FB : Allowable = 900.00 psi Fv : Allowable 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 4.470ft Location of maximum on span = 8.215ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.156 2.67 387.71 Max Downward Live Load Deflection = Max Upward Live Load Deflection 0.028 in 0.000 in •�- rE71 1i ' = Live Load Deflection Ratio = 3792 Max Downward Total Deflection = 0.063 in~� Max Upward Total Deflection = 0.000 in Length = 9.0 ft 1 Total Deflection Ratio = 1723 1.46 211.48 Maximumforces 9-Stresses for Load Combinations 0.53 15.36 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Length = 9,0 ft 1 0.431 0.156 2.67 387.71 900.00 0.98 28.15 180.00 +D Length = 9.0 ft 1 0.235 0.085 1.46 211.48 900,00 0.53 15.36 180.00 +D +L +H Length = 9.0 ft 1 0.431 0.156 2.67 387.71 900.00 0.98 28.15 180.00 +D +Lr +H Length = 9.0 ft 1 0.235 0.085 1.46 211.48 900.00 0.53 15.36 180.00 +D+0.750Lr+0.750L +H Length = 9.0 ft 1 0.382 0,139 2.37 343.65 900.00 0.87 24.95 180.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. " +' Defl Location in Span D + Lr + L 1 0.0627 4.530 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 38 of 212 and then using the "Printing & Title Block" selection. Project Notes ; Title Block Line 6 Printed: 29 JUL 2068, 1:25PM Wood Beam Design ENERCALC, INC 1983.260 1W,PAID 0.0t. Owner Description F3C6 Mxdmum Nflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Deft Location in Span Max. Upward Defl Location in Span D Only 1 0.0342 4.530 0.0000 0.000 L Only 1 0.0285 4.530 0.0000 0.000 Lr+L Only 1 0.0285 4.530 0.0000 0.000 D + Lr + L 1 0.0627 4.530 0.0000 0.000 Maximum Vertical Reacttans • Unfilictomd Load Combination Support 1 Support 2 i5vemil MAXImum 1.188 1.186 D Only 0.648 0,648 L Only 0.540 0.540 Lr+L Only 0.540 0.540 D +Lr +L 1.188 1.188 Support notation : Far left is #1 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 39 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block line 6 Printed: 29 JUL 2006, 1:27PN Wood Beam Design Ertcuc.INQ100.2 w.6,09 Lic. #: KW-06004293 License Owner: Description : F307 Material P Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension DESIGN SUMMARY _ Fc - Prll Wood Species ; Hem Fir Fc - Perp Wood Grade ; No.2 Fv 935.00ps Load Combination Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850 psi E: Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend - xx 470 ksi 405 psi 150 psi 525 psi Density 27.7 pcf Applied Loads Load for Span Number 1 Uniform Load : D = 0.2390, L = 0.310 k /ft, Tributary Width =1.0 f DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0.741: 1 Section used for this span 2 -2x10 fb : Actual = 692.94ps FB : Allowable = 935.00ps Load Combination +D +L +H Location of maximum on span = 2.980ft Span # where maximum occurs = Span # 1 Maximum Deflection Fv -allow Max Downward Live Load Deflection = 0.036 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 2026 Max Downward Total Deflection = 0.063 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1144 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs ]wxie�n C 0.442 :1 2 -2x10 66.32 psi 150.00 psi +D +L +H 5.235 ft = Span # 1 Maximum Forces & Stresses for Load'Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 6.0 ft 1 0.741 0.442 2,47 692.94 935.00 1.23 66.32 150.00 +D Length = 6.0 ft 1 0.323 0.192 1.08 301.66 935.00 0.53 28.87 150.00 +D +L +H Length = 6.0 ft 1 0.741 0.442 2.47 692.94 935.00 1.23 66.32 150.00 +D +Lr +H Length = 6.0 ft 1 0.323 0.192 1.08 301.66 935.00 0.53 28.87 150.00 +D+0.750Lr+0.750L +H Length = 6.0 ft 1 0.636 0.380 2.12 595.12 935.00 1.05 56.96 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. 'W' Defl Location in Span D + Lr + L 1 0.0629 Title Block Line 1 Title: Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 40 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Black Line 6 Printed: 29 JUL 2006 1:27PN Wood Beam Design ENERCALc, INC.1N&M, ver. 6.0.19 Description : F307 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only 1 0.0274 3.020 L Only 1 0.0355 3.020 Lr+L Only 1 0.0355 3.020 D + Lr + L 1 0.0629 3.020 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MW(imum 1.647 1.647 D Only 0.717 0.717 L Only 0.930 0.930 Lr+L Only 0.930 0.930 D + Lr + L 1.647 1.647 Support notation : Far left is #1 Max. Upward Defl Location in Span 0.0000 0.000 0.0000 0.000 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc. 41 of 212 and then using the "Printing & Title Block" selection. Project Notes . Title Block Line 6 Printed: 29 JUL 2000, 1:29PM YYppd Beam D9*1gn _ _ _, EMRCALG INC, M-2DD5, Var. tA14 Description : F308 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 850.0 psi E: Modulus of Elasticity Load Combination 20061BC &ASCE7 -05 Fb - Tension 850.0 psi Ebend -xx 1,300.Oksi 76.76 psi Fc- Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species ; Hem Fir Fc • Perp 405.0 psi 4.027ft Wood Grade : No.2 Fv 150.0 psi Span # where maximum occurs = Span # 1 Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling 1 0.962 0.512 Applied Loads Load for Span Number 1 Uniform Load : D = 0.170, L = 0.340 k /ft, Tributary Width =1.0 f Maximum Bending Stress Ratio = Section used for this span fo : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = 4x10 Service loads entered. Load Factors will be applied for calculations, 0.106 in 0.000 in 909 0.158 in 0.000 in 606 Maximum Forces & Stresses for Load Whb'inaions 0.9621 Maximum Shear Stress Ratio = 0.512 : 1 4x10 Section used for this span 4x10 980.89 psi fv : Actual = 76.76 psi 1,020.00psi Fv : Allowable = 150.00 psi +D +L +H Load Combination +D +L +H 4.027ft Location of maximum on span = 0.000ft Span # 1 Span # where maximum occurs = Span # 1 0.106 in 0.000 in 909 0.158 in 0.000 in 606 Maximum Forces & Stresses for Load Whb'inaions Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 8.0 ft 1 0.962 0.512 4.08 980.89 1,020.00 1.66 76.76 150.00 +D Length = 8.0 ft 1 0.321 0,171 1.36 326.96 1,020.00 0.55 25.59 150.00 +D +L +H Length = 8.0 ft 1 0.962 0.512 4.08 980.89 1,020.00 1.66 76.76 150.00 +D +Lr +H Length = 8.0 ft 1 0.321 0.171 1.36 326.96 1,020.00 0.55 25.59 150.00 +D+0.750Lr+0.750L +H Length = 8.0 ft 1 0.801 0.426 3.40 817.41 1,020.00 1.38 63.96 150.00 Overall Maximum Deflections.- Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +" DO Location in Span D + Lr + L 1 0.1583 4.027 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 42 of 212 and then using the "Printing & Project Notes ; Title Block" selection. Lr+L Only Title Block Line 6 Pdnted: 29 JUL 2008, 1:29PM Wood Beam Design ENERCAW. INC. 1la83ROGB , verr4.A11 KW-06004293 Licenso Owner Description : F308 D + Lr + L Maximum Defiedons for Load Combinations • Unfactored Load Combination Span Max. Downward Defl D Only 1 0.0528 L Only 1 0.1055 Lr+L Only 1 0.1055 D +Lr +L 1 0.1583 Maximum Vertl_cal.Re_actions - Unfactored Max. Upward Deft Load Combination Support 1 Support 2 Overall MAXlmum 2.040 2.040 D Only 0.680 0.680 L Only 1.360 1.360 Lr+L Only 1.360 1.360 D + Lr + L 2.040 2.040 .oade Location in Span Max. Upward Deft Location in Span 4.027 0.0000 0.000 4.027 0.0000 0.000 4.027 0.0000 0.000 4.027 0.0000 0.000 Support notation : Far left is #1 AndersonChase 43 of 212 A Structural Engineering Corporation JOB # SHEET OF 5521 - Suite B - 100th St SW; Lakewood, WA 98499 DESIGNED DATE PROJECT CHECKED DATE VNL"T S 5;TVj> CkGrGt[ yP . I-r vxs r d S-r # v'lly Yli b S S K T STUD i 2- NO 5'. "�7 A•y d vL to s (] A 4- C E x% w /amt- S 1 d D cry w �.►r4 -4- � � 4 J � �`(AF = i �, q z %"F r y� 'X /,L = r s-1 * C/►e =2.6g2*,., [ NT S UP (P a N+ F 01 r- oqj AP � 11 I ST 5TOWty �m.,ID # (4,E� G -tvuT . wA 1 !-TUO 3 I NY 5 r uo Q9 h F "-"3 ( 1) j-'x cAr> = x 36 S * '91 Z- ri-H ( SGT t'3 2- NO 5'. "�7 A•y d vL to s (] A 4- C E x% w /amt- S 1 d D cry w �.►r4 -4- � � 4 J � �`(AF = i �, q z %"F r y� 'X /,L = r s-1 * C/►e =2.6g2*,., [ NT S UP (P a N+ F 01 r- oqj AP � 11 I ST 5TOWty �m.,ID # (4,E� G -tvuT . wA 1 !-TUO 3 I NY 5 r uo Q9 h F "-"3 ( 1) j-'x cAr> = x 36 S * '91 (. 6 OF 3 rd FLO4Z 44 of 212 Column /Post Table pnr--4- J OIL' a Column/ Post # Wall Type Location W/ Beam or Truss Load Size Comments �.0 i zxG Y2.o C, o Z .t.'fC G {Q, o Z * L 1 K C o 3 z 6 va. 10 C0S 457 R1ZXc C�� Z.x4 3oZ XJ,� 3.G3,< l3�txr Cog z 4 J= ;oz z � 16 CC9 xub��,Xtj. C�� 3 �.(,V- = 3 . ti-q t< �3 fty` y 40 z �� 'LN D 45 of 212 Column /Post Table Column / Post # Wall TYPE Location W/ Beam or Truss Load Size Comments C 13 2" 6A F 4 k C so( + cc G 2-1 K I.34.K u--Y. (� z x �c c,( C 2- .41K 6 T7 3 u-�+- 4-1700 9 �- G Z I 2 X6/iY4 -L 'g C 13 =4• °g k AnderscnChase wtA Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT JOB # SHEE"I46 of 212UF DESIGNED DATE CHECKED DATE Tjr • �-Tr9 &r►m arcs I � iJ -F7, e-L— P-5-cK , iLl� 4 r. z -Y, � r: i SE-s VUiY 6 Gm c- 30-:� -rYOo nIC-cK- L.Iwrr/�n LoAv IDS ale+.+ L*Aa z 64, rLF x $�� -- (I6 "' Cl �a� Ok- VP °�� 1 +►� i3o�.T G/�*P` I (bo * PV Y%, 6 rA%Lzl[A IDS ale+.+ L*Aa z 64, rLF x $�� -- (I6 "' Cl �a� Ok- �1 1Nk �Il 150 i ON t 1ST a n ;r) :c R h' ^n I HR ROOF SOFFIT ASSEMBLY - I U (2) LAYERS 8/6" TYPE 'X' GIUB. P.T. ri 2x17 RAFTERS . 24" O C. 4' FROM OP MN. 4" PROM T-A tT a 2'x4' SKYLIGHT - INSTALL PER OUTLINE • BLDG C 6fPi • : -HGVR 8TAIRIELL WALL MARE. SPECIFICATIONS VERIFY WITH BLDG PLANS PRE- E710RIn D ROOF TR.08" C— W MN GWB DRAFTST j PER Loa SECTION TI791 PER DTL. 4/A4001 TL. 0 #J C ' � R- f P.T. ( xb S' MOIA(f r) J F1 n �1 1Nk �Il 150 i ON t 1ST a n ;r) :c R h' ^n I HR ROOF SOFFIT ASSEMBLY - I U (2) LAYERS 8/6" TYPE 'X' GIUB. P.T. ri 1 PER 2006 IBC TABLE SOFFIT-- 6 W/ IQJOCKDOIW FINISH SOFFIT•• 4' FROM OP MN. 4" PROM T-A tT END 8TR3F1$m 6fPi • : -HGVR 8TAIRIELL WALL Q" i L P.T. 4x4 P08T a J, FAST PER DTL. 4/A4001 TL. 0 #J C ' � R- f P.T. ( xb S' MOIA(f r) J FIXTURE OPP. BIDE P.T. 4x4 PORT e L F. EXTENT OF STARIUAY 08'l POST BABE TYP BEE NOTE CT TO + IUW.Lb VARY PER I BELOW I BEI. �OUSTB UNIT TYPE BEE P.T, 4x6 ATTACHED �T W) (4) U2"0 THRN BOLTS PLACED 4" FROM TOP, MIN. END DIET. 4" FROM EDGE SURFACE MON?NTED LIGHT FIXTURE BIDE OVER STAIR -RAN SEE {��.. FLOOR PLAN 6' -7' Ilk P.T. 5 VSk9" GLB P.T. 4x17 1 HF. STRINGER EA BIDE SOFFIT C4"TRUCTION• 3' CONC: OVER P.T. U2, P.T. APA RATED 6HEATH6(G ON P.T. 7x6 "IST6 64 VINYL 6OPFIT • CEILNG IT. TOP 4 UNIT M EXTENP HANDRAIL ON EACH SIDE KK 17' - -' - '-- •BEYON Dt-AST "$TAIR TR9A0 (PRomE HEIIEL ` POST IF RUGU1RED FOR W409QL 6UPPORT) TYPICAL STAIR SECTION 1 SCALE= 3/B' . I' -0" STAIRS 2 HANDRAIL REpLLIRET¢11TB PER SECTlCH 1009 OF 2006 IBC AND 2003 ICC /ANSI IIT.I 75W W- ANDESCENT - _ P.T. 44 sm 4E Rg4r fff BIDE WY kPB pmT HAKE AT C40 C. 6' -7' L [I T AT 0' " 03 (2)'4 CANT. `E I EF=B t976T EXTENT OF STAIRUAY { WALLS VARY PER WIT TYPE BEE FOIAIDATION PLANS O r PHOTOCELL P.T. 40 - ATTACH TO 6TRRYaER UV (2) 5/8" '�TNRI gpLTS (iTPJ �I4 n 11/2" DIAL WOOD HANDRAIL TOP • 34 " -35' ABOVE STAIR NOSING 4 LANDING EXTEND P.T. 4xb LEDGER a IR1'0 THRI SOL78 PLACED 4' FROM OP MN. 4" PROM T-A tT END 8TR3F1$m i TO F40TO CELL ' � R- f P.T. ( xb S' J L EXTENT OF STARIUAY w pN TYP + IUW.Lb VARY PER I UNIT TYPE BEE FOUNDATION PLANS Vt" VIA WOOD HANDRAIL TOP • 34" -38" ABOVE STAIR NOSING / LANDING EXTEND 75W W- ANDESCENT - _ P.T. 44 sm 4E Rg4r fff BIDE WY kPB pmT HAKE AT C40 C. 6' -7' L [I T AT 0' " 03 (2)'4 CANT. `E I EF=B t976T EXTENT OF STAIRUAY { WALLS VARY PER WIT TYPE BEE FOIAIDATION PLANS O r PHOTOCELL P.T. 40 - ATTACH TO 6TRRYaER UV (2) 5/8" '�TNRI gpLTS (iTPJ �I4 n 11/2" DIAL WOOD HANDRAIL TOP • 34 " -35' ABOVE STAIR NOSING 4 LANDING EXTEND AndersonChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT JOB # DESIGNED Y4" CHECKED SHEET48 of 212 OF DATE DATE rr 46 ,,� x f Z� ( 6 l Fur ' , -7 n I -off *-Z- 4 / = (� :6) L= vii yq�; x 13 C 4 G ) PsT x 6, - C I I B ) r-; (-2 TD S- STID i�:;7 03-1 )PSi:N3-1' )?vr- Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 49 of 212 and then using the "Printing & Title Block" selection. Project Notes : Title Block Line 6 Printed: 30 JUL 2008, 3:13PM Wood Beam Design Re: p.12007107 -238 Yetm Creek Apartments (GG- SEB) ISbucturallCelad elknlVpltleellUrdt PaRr beama.ec6 I ENERCK,C, INC. 19832008, Ver. &a' 19 1.11• 0 Description : ST1301 Material Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling y E: Modulus of Elasticity _Applied Loads Ebend- xx 1,300.0 ksi Load for Span Number 1 Eminbend - xx 470.0 ksi Uniform Load : D = 0.0610, L = 0.1330 klft, Tributary Width =1.0 f . -•- 150.0 psi Maximum Bending Stress Ratio = 0.782 1 Section used for this span 2x8 fb : Actual = 797.19psi FB : Allowable = 1,020.00psi Load Combination +D +L +H Location of maximum on span = 3.020ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.063 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1137 Max Downward Total Deflection = 0.092 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 779 2x8 yLfr Calculations per IBC 2006, CBC 2007, 2005 NDS 850.0 psi E: Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.0 ksi 405.0 psi 150.00 psi 150.0 psi +D +L +H 525.0 psi Density 27.70 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.427 : 1 Section used for this span 2x8 fv : Actual - 64.11 psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Location of maximum on span = 5.396 ft Span # where maximum occurs - Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 6,0 ft 1 0.782 0.427 0.87 797.19 1,020.00 0.46 64.11 150.00 +D Length = 6.0 ft 1 0.246 0.134 0.27 250.66 1,020.00 0.15 20.16 150.00 +D +L +H Length = 6.0 ft 1 0.782 0.427 0.87 797.19 1,020.00 0.46 64.11 150.00 +D +Lr +H Length = 6.0 ft 1 0.246 0.134 0.27 250.66 1,020.00 0.15 20.16 150.00 +D+0.750Lr+0.750L +H Length = 6.0 ft 1 0.648 0.354 0.72 660.56 1,020,00 0.39 53.12 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Deft Location in Span D + Lr + L 1 00923 3.020 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line Wood Seam design Title : Job # Dsgnr: Project Desc.: 50 of 212 Project Notes : _ Printed: 30 JUL 2008, 3:13PM M& p:iY007107.236YehCra* Apwbwb ICl3.8FB]i VertlCaRU 1p Mar beams e6 ENERCALC. INC 1OW2008. Var, 6.0 i0 INNIM1,111,11. Description : STB01 Maximum Deflections for load Combinations: - Used Lp>�ds _ _ Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0290 3.020 0.0000 0.000 L Only 1 0.0633 3.020 0.0000 0.000 Lr +L Only 1 0.0633 3.020 0.0000 0.000 D + Lr + L 1 0.0923 3.020 0.0000 0.000 Maximum We Load Combination Overall D Only L Only Lr +L Only D +Lr +L It' f: Reacibn"Uhfact, Support 1 5 0.183 0.399 0.399 0.582 gyred Support notation : Far left is #1 Support 2 0.582 0.183 0.399 0.399 0.582 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 51 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Phted: 30 JUL 2008, 3:01 PM Wood Beam n Desi - Fk ��Ma1W PG - vMWUnhal>aa�M m w Design 90C►uc, INC. d98&pQ(IB, 6.o.ie Lic. #: KW-06004293 License Owner Description : ST602 Material Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension Wood Species Wood Grade Beam Bracing Fc - Prll Dougiap"Fir - Larch T� r f ' i Fc - Perp No.1 Fv Ft Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 1350 psi E: Modulus of Elasticity 1350 psi Ebend- xx 1600 ksi 925 psi Eminbend - xx 580 ksi 625 psi 170 psi 675 psi Density 32.21 pcf ADDIled Loads Service loads entered. Load Factors will be applied for calculations Load for Span Number 1 Uniform Load : D = 0.2260, L = 0.650 klft, Tributary Width =1.0 f Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = 0.58011 Maximum Shear Stress Ratio = 0.408 : 1 6x12 Section used for this span 6x12 783.08 psi fv : Actual = 69.33 psi 1,350.00psi Fv : Allowable = ii Z 170.00 psi +D +L +H Load Combination +D +L +H 4.221 ft Location of maximum on span = 0.000ft Span # 1 Span # where maximum occurs Span # 1 0.069 in 0.000 in 1474 ll 0.093 in 1 0.580 0.408 0.000 in 783.08 1,350.00 1093 69.33 170.00 +D Maximum Forces & Stresses -for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAAmum Envetope, Length = 8.50 ft 1 0.580 0.408 7.91 783.08 1,350.00 2.92 69.33 170.00 +D Length = 8.50 ft 1 0.150 0.105 2.04 202.03 1,350.00 0.75 17.89 170.00 +D +L +H Length = 8.50 ft 1 0.580 0.408 7.91 783.08 1,350.00 2.92 69.33 170.00 +D +Lr +H Length = 8.50 ft 1 0.150 0.105 2.04 202.03 1,350.00 0.75 17.89 170.00 +D+0.750Lr+0.750L +H Length = 8.50 ft 1 0.472 0.332 6.44 637.82 1,350.00 2.38 56.47 170.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination Max. ° +° Defl Location in Span D + Lr + L 1 0.0932 4.279 0.0000 0.000 Title Block Line 1 Title: Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 52 of 212 and then using the "Printing & Project Notes Title Block" selection. Max. Upward Defl Title Block Line 6 Printed: 30 JUL 200& 3:01PM Plk;p,�IIMM- MYo�nCraelckw"eot CG- 6EBp9— ftorrW- _-t— UWkrnverffc�rlUWlBW&0esmMece ' Wood Beam Design ENERCALC,W- 1963- M,Ver5.019 0.00. i Description : ST1302 Maximum DeHedions for Load'Combinations = Untadored Loads ; Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0241 4.279 0.0000 0.000 L Only 1 0.0692 4.279 0.0000 0.000 Lr +L Only 1 0.0692 4.279 0.0000 0.000 D + Lr + L 1 0.0932 4.279 0.0000 0.000 Vetfiical_Reactians • Unbctor6d.`' t Support notation :Far left is #1 _Maximum Load Combination Support 1 Support 2 Overall MAXImurn 3.723 3.723 D Only 0.961 0.961 L Only 2.763 2.763 Lr +L Only 2.763 2.763 D + Lr + L 3.723 3.723 Title Block Line 1 Title : Job # You can changes this area Dsgnr: 675 psi using the "Settings" menu item Project Desc.: 53 of 212 and then using the "Printing & Project Notes 391.54 psi Title Block" selection. 500 psi Eminbend - xx 400ksi Title Block Line 6 Fc - Perp Primed: 30 JUL 2008, 2:54PM Wood Boom Design Fk P:V2UEI71Uf•2M Y&n $.1B * 4fftneM WA- SEB�1Sisx�rdl{ _ a}pAatlonlVerdrPflU111! ft* hen" 4 ENERMC, INC 1983-2MVer.6.0.10 Description : STB04 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 675 psi E: Modulus of Elasticity Load Combination 20061BC &ASCE7 -05 Fib - Tension 675 psi Ebend- xx 1100 ksi 391.54 psi Fc - Prll 500 psi Eminbend - xx 400ksi Wood Species : Hem Fir Fc - Perp 405 psi Span # where maximum occurs = Wood Grade ; No.2 Fv 140 psi Max Downward Live Load Deflection = 0.046 in Ft 350 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Max Downward Total Deflection = 0.068 in Applied Loads Load for Span Number 1 Uniform Load : D = 0.1380, L = 0.30 k /ft, Tributary Width =1.0 f DESIGN SUMMARY Summary of Shear Values Maximum Bending Stress Ratio = 0.580: 1 Section used for this span 6x12 fb : Actual = 391.54 psi FB : Allowable = 675.00psi Load Combination. +D +L +H Location of maximum on span = 4.221 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.046 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 2195 Max Downward Total Deflection = 0.068 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1504 Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.248 : 1 6x12 34.67 psi 140.00 psi +D +L +H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual N- design Fv -allow Overall MAXlmum Envetope Length = 8.50 ft 1 0.580 0.248 3.96 391.54 675.00 1.46 34.67 140.00 +D Length = 8.50 ft 1 0.183 0.078 1.25 123.36 675.00 0.46 10.92 140.00 +D +L +H Length = 8.50 ft 1 0.580 0.248 3.96 391.54 675.00 1.46 34.67 140.00 +D+Lr +H Length = 8.50 ft 1 0.183 0.078 1.25 123.36 675.00 0.46 10.92 140.00 +D+0.750Lr+0.750L +H Length = 8.50 ft 1 0.481 0.205 3.28 324.50 675.00 1.21 28.73 140.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. " +" Defl Location in Span D + Lr + L 1 0.0678 4.279 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 54 of 212 and then using the "Printing & Project Notes Title Block" selection. 0.0000 Tale Block Line $ Primed: 30 JUL 2068, 2:54PM Wood Beam Design F6e: Pr- 23iBY�tn creek+4F�^ ems I� • $FBIur�fCakulwbnlVadcaAUnd BL'dalr 6earats.le6 —' ENERCAMIHC.1i183.2008,Vec8.0.10 i 0.00. - Description : ST604 Lr+L Only Maximum Aeflectiofis for Wad Combinations - Unfactored Loads '. Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0214 4.279 0.0000 0.000 L Only 1 0.0464 4.279 0.0000 0.000 Lr+L Only 1 0.0464 4.279 0.0000 0.000 D + Lr + L 1 0.0678 4.279 0.0000 0.000 Maximum Vertical Reactloii - :' ` Support notation : Far left is #1 d Cbination Loa om _Unfactored _ Support 1 Support 2 Overall MAXimum 1.862 1.862 D Only 0.587 0.587 L Only 1.275 1.275 Lr+L Only 1.275 1.275 D + Lr + L 1.862 1.862 Title Block Line 1 Title : Uniform Load : D = 0.3260, L = 1.0750 k/ft, Tributary Width =1.0 f Job # You can changes this area Dsgnr: 0.9141 Section used for this span using the Settings" menu item Project Desc.: 2,194.42psi 55 of 212 and then using the "Printing & Project Notes ; Location of maximum on span = Title Block" selection. Span # where maximum occurs = Span # 1 Maximum Deflection Title Block Line 6 Max Downward Live Load Deflection = 0.228 in Prinled: 30 JUL 2000, 3:04PM Wood Beam Design FIBp: lY6dTh6 -=Ye11nCreekA�pmtftd�i Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 56 of 212 and then using the "Printing & Project Notes Title Block selection. Title Block Line 6 Printed: 30 JUL 2008, 3:04PM Wood Beam Design - -- R:0 W-22reb creexrwvc "0 -s�sni cw Wc.i JF9tBm"va sobiA KW-06004293 License Owner Description : STB05 Maximum Deflections for Load Combinations - UnfactwW Loads Load Combination Span Max. Downward Dell Location in Span D Only L Only Lr +L Only D +Lr +L Maximum Vsrk04 Reactions �Untracta Load Combination Support 1 Overall MAXimum D Only 1.386 L Only 4.569 Lr +L Only 4.569 D +Lr +L 5.954 0.2277 4.279 0.2277 4.279 0.2968 4.279 ]fired: - Support notation Far left is #1 Support 2 5.954 1.386 4.569 4.569 5.954 Max. Upward Dell 0.0000 HOW 0.0000 Location in Span 0.000 0.000 0,000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings' menu item Project Desc.: 57 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 30 JUL 2000, 3:05PM FAtr: pc12067i4i-298 YNm Creek FpnlGlllxtb f� • SEB�BCunhudhCeM :ulatloMVenfOeM1UnR Stir l�tlrt:ec4 Wood Beam Design FNMALC,IW-s98s.M,W.aa19 KW-06004293 License Ovvmr., Description : STB06 Material Properties Analysis Method: Allowable Stress Design Fb- Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension Maximum Shear Stress Ratio = Fc - Prll Wood Species : Hem Fir Fc- Perp Wood Grade ; No.1 Fv fv : Actual = Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 975.0 psi E: Modulus of Elasticity 975.0 psi Ebend -xx 1,500.Oksi 1,350.0 psi Eminbend - xx 550.Oksi 405.0 psi 150.0 psi 625.0 psi Density 27.70 pcf ADDlled Loads Load for Span Number 1 Uniform Load : D = 0.040, L = 0.1580 klft, Tributary Width =1.0 f Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = Service loads entered. Load Factors will be applied for calculations. 0.292 in 0.000 in 616 0.366 in 0.000 in 491 Maximum Forces & Stresses for Load Combinations 0.8441 Maximum Shear Stress Ratio = 0.332 :1 4x12 Section used for this span 4x12 905.10 psi fv : Actual = 49.74 psi 1,072.50psi Fv : Allowable = 150.00 psi +D +L +H Load Combination +D +L +H 7.450ft Location of maximum on span = 0.000ft Span # 1 Span # where maximum occurs = Span # 1 0.292 in 0.000 in 616 0.366 in 0.000 in 491 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mactual fb- design Fb -allow Overall MAXimum Envelope Length = 15.0 ft 1 0.844 0.332 5.57 905.10 1,072.50 +D Length = 15.0 ft 1 0.170 0,067 1.12 182.85 1,072.50 +D +L +H Length = 15.0 ft 1 0.844 0.332 5.57 905.10 1,072.50 +D +Lr +H Length = 15.0 ft 1 0.170 0.067 1.12 182.85 1,072.50 +D+0.750Lr+0.750L +H Length = 15.0 ft 1 0.676 0.265 4.46 724.54 1,072.50 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. %" Defl Location in Span Load Combination D + Lr + L 1 0.3660 7.550 Summary of Shear Values Vactual fv- design Fv -allow 1.31 49.74 150.00 0.26 10.05 150.00 1.31 49.74 150.00 0.26 10.05 150.00 1.05 39.81 150.00 Max. " +° Defl Location in Span Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the Settings menu item Project Desc.: 58 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 30 JUL 2008, 3:05PM _.._... F11a P 12WM, -= Ye0ttCr*Apwh'nwh M-SEB�on VedkPA N Bt9t*' , F I- , Wood Beam design ENERCALC, INC- 1983.20D&, Vee 9.AJ9 Description : STB06 Mmdnium Ddections for'Laad Cambinatid s • Unfactored Loads., Load Combination Span Max. Downward DOI Location in Span Max. Upward Defl Location in Span D Only 1 0.0739 7.550 0.0000 0.000 L Only 1 0.2920 7.550 0.0000 0,000 Lr +L Only 1 0.2920 7.550 0.0000 0.000 D + Lr + L 1 0.3660 7.550 0.0000 0.000 Maxim m Vertical Reams OniS l nfactQ_ rail Support notation : Far left is #1 Load Combination Support 1 Support 2 D Only 0.300 0.300 L Only 1.185 1.185 Lr+L Only 1.185 1.185 D + Lr + L 1.485 1.485 59 of 212. PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: Vertical Structural Calculations (Unit A) AnderscnChase Shed _1_of A Structural Engineering Corporation Date: 8/1/2008 5521 - Su}le 6 - IOgfh St SW: Lakewood, WA 98499 Design By: YHW I AL IGN TRUSS AS l DRAG STRUT W/ 150 PLF CAPACITY f 8 a e H a I �0 a 21' -0 651128" 1 dFl l � o l 000, -ter -Ll=-� 1-- - I 1- NAM �� j ►- C- I I I r P.T. 6x6 POST SET BEAM Y IN FROM FACE OF WALL I 3 M' i `-F3ot UWTmA (OVER 2ND. PER. WALLS) 3 RD FLA, 21' -0 1/2" .F ao 6 SET BEAM 3" IN FROM FACE OF gW L ' P.T. 6x6 POST I FOR FLUSH SIDI 2x10 + P.T. 6x12 I( 2 1 FROM BEAM �„ x 5 0 , �•I P.T. 2x LEDGER [� ' 1 - r 204 2nx10 0 19 r - f r L I -10 a 4x10 F.F �- � fnr 1 1 'I rld (2x10 ^ _ ro--j.%� U 2 l� � - iTdt A op -F LK (OVER IST. FLOOR WALLS) ?i C P.T. 6x6 POST, HANG JOISTS FROM BEAM P.T. 2x— LEDGER 9 1 rj . rJ rI P-11, '� IM 1 AnderscnChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT V N IT A V V- r.-r1 c, 4 L ,DT s i t JOB # DESIGNED CHECKED SHEET 63 of 212 DATE DATE UNIT /A dieTs 5I "I Lq►, *F mAr"lit-46 w/ V►J1z R. rLr,A,sTr SZ'E 13 VkiIZ 06 M L,* AD 1NF 0 'Z "II & P ml N" OU'T . 31620 23rd Avenue South, Suite 321, Federal Way, WA 99003 • Phone: (253) 941 -9929 Fax: (253) 941 -9939 Seattle / Eastside (206) 292 -0940 64 of 212 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: Vertical Structural Calculations (Unit C) AnderscnChase Sheet 1_of A Structural Engineering Corporation Date: 8/1/2008 5521 - Suite B - 100th St SW; Lakewood, WA 98499 Design By: YHW ral 65 of 212 Q Q UATMC (OVER 31;D. FLR. WALLS) LL i P.T. bxfo POST HANG JOISTS OFF OF BEAM P.T. 2x LEDGER >f 3 Ile 1 I T f r �F 3 1 v* c (OVER 2ND. FLR. WALLS) r P.T. 6x6 POST ; 3 HANG JOISTS y OF OF BEAM - P.T. 2x LEDGER }� J � I 26' -C 1/2° i � F2ol C (OVER IST. FLOOR WALLS) ;-Q 6 ^P.T.6x6 POST - HANG JOISTS OFF OF BEAM P.T. 2x LEDGER -P.10 -+ F 3a $ FIXTUR58 ABOVE &M 0, N PROJECT C'AL' s r rJ JOB # SHEET68 of 212 -)I- DESIGNED DATE CHECKED DATE V �i� C lI� -�T► V N tT C C ET S S 1 1►►1 44►t F w*ft% 1,.1 d W/ V N1z i3 r Lro-A STr 5-et- 15 V ks IZ 1►n LOAD I NT . O m- v�vn,'T r Sad s� 1 . l i I t I I I I 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941 -9929 Fax: (253) 941 -9939 Seattle / Eastside (206) 292 -0940 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: Vertical Structural Calculations (Unit D) 69 of 212 Sheet 1 of Date: 8/1/2008 Design By: YHW s r 70 of 212 I I 36' -4 1/2" i _=, N Q� r UWT�pD /Q, O OT— (OVER 3RD FLOOR WALLS) --0 W�lvl 1 AndersonChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT JOB # SHEE'I71 of 212 JF DESIGNED DATE CHECKED DATE � n C,r' . • o (_ 1. q '. t� =- C s ] p'� x 3 6 /z ' ( 4 r a Ail C vj Z} O ) FvF Y-ko � W T� psF'C 3%rIL " ( Orb PLf z "to 'P< i=-*-z Title Block Line 1 Title : Job # You can changes this area Dsgnr: Fc - Prll using the "Settings" menu item Project Desc. 72 of 212 and then using the "Printing & Project Notes Ft Title Block" selection. Fv : Allowable = Title Block Line 6 +D +S +H Printed: 29 JUL 2008, 4:11PM Wood Beam Design FW>z 1�Q711#r- =YenC�eelt+4Ra�ft*iCG- � ve�kshUN[DVWb6F[rr W5 Location of maximum on span = ENERCa1LC, INC. 19834W. Vec aa19 KW-06004293 License Owner:.: Description : R01 0.000 in �.g (27 Material Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension 4x8 Fc - Prll Wood Species ; Hem Fir Fc - Perp Wood Grade : No.2 Fv = Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850.0 psi E: Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.0ksi 405.0 psi 150.0 psi 525.0 psi Density 27.70 pcf Aaalled Loads Load for Span Number 1 Uniform Load : D = 0.270, S = 0.450 klft, Tributary Width = 1.0 f Maximum Bending Stress Ratio = Section used for this span fo : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = Service loads entered. Load Factors will be applied for calculations. 0.693 1 Maximum Shear Stress Ratio Max Stress Ratios 0.468 : 1 4x8 Section used for this span Segment Length 4x8 880.54 psi fv : Actual = 80.70 psi 1,270.75 psi Fv : Allowable = 172.50 psi +D +S +H Load Combination +D +S +H 2.483ft Location of maximum on span = 4.396 ft Span # 1 Span # where maximum occurs = Span # 1 0.000 in �.g (27 •Z;o4L0 0.000 in 0 <360 ^2. 13 Sa al r1 �C IMP, k" 0.071 in _� • �'�2�� 330.20 1,105.00 0.000 in 30.26 150.00 +D +L +H 847 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXlmum Envelope Length = 5.0 ft 1 0.797 0.538 2.25 880.54 1,105.00 1.37 80.70 150.00 +D Length = 5.0 ft 1 0.299 0.202 0.84 330.20 1,105.00 0.51 30.26 150.00 +D +L +H Length = 5.0 ft 1 0.260 0.175 0.84 330.20 1,270.75 0.51 30.26 172.50 +D +Lr+H Length = 5.0 ft 1 0.260 0.175 0.84 330.20 1,270.75 0.51 30.26 172.50 +D +S +H Length = 5.0 ft 1 0.693 0.468 2.25 880.54 1,270.75 1.37 80.70 172.50 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span D + L + S + E11.4 1 0.0708 2.517 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. _Title Block Line 6 Wood Beam Design Description : R01 Maximum Deflections for Load Combinations . Unfactored Loads Title : Job # Dsgnr: Project Desc.: 73 of 212 Project Notes Printed: 29 JUL 2068, 4:11 PM Flit? i2uo7W7: �9s. Yeknaeaknpac�eM: icc= sesj', s�uaur enrekc +�lamveAf�nsmxwvoraeeme.e�i FJVERCALC, INC.'4983.2U68, Ver 6.618 Load Combination Span Max. Downward Deft Location in Span Max. Upward Deft Location in Span D Only 1 0.0266 2.517 0.0000 0.000 S Only 1 0.0443 2.517 0.0000 0.000 D + L + S 1 0.0708 2.517 0.0000 0.000 D + L + S +W/2 1 0.0708 2.517 0.0000 0.000 D + L + W + Sl2 1 0.0487 2.517 0.0000 0.000 D + L + S + E11.4 1 0.0708 2.517 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.800 1.80 D Only 0.675 0.675 S Only 1.125 1.125 D + L + S 1.800 1.800 D + L + S + Wl2 1.800 1.800 D + L + W + S12 1.238 1.238 D +L +S +El1.4 1.800 1.800 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings menu item Project Desc.: 74 of 212 and then using the Printing & Title Block" selection. Project Notes Title Nock Line 6 Printed: 29JUL2f , 4:14PM M p:�zoe7W_=reinc+aek►� Kftra ;oc- s�spsln+�aenc anoniverueei+�iutDO&f�esrawO Wood Beam Design ENEROkX, INC. 1983-2M. Ver. 6,0.10 Description : R02 Service loads entered. Load Factors will be applied for calculations. Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 875 psi E: Modulus of Elasticity Load Combination 20061BC &ASCE7 -05 Fb - Tension 875 psi Ebend- xx 1300ksi Fc - Prll 600 psi Eminbend - xx 470 ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625 psi Maximum Shear Stress Ratio Wood Grade : No.2 Fv 170 psi 6x10 Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling 835.46 psi Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load ; D = 0.270, S = 0.450 k /ft, Tributary Width =1.0 f 0ES1G"1JMMARY • Maximum Bending Stress Ratio = 0.8301 Maximum Shear Stress Ratio = 0.343 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 835.46 psi fv : Actual = 67.14 psi FIB: Allowable = 1,006.25 psi Fv : Allowable = 195.50 psi Load Combination +D +S +H Load Combination +D +S +H Location of maximum on span = 3.973ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.000 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.131 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 731 Maximum Forces &Stresses for Load Combinations Load Combination Max. Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 8.0 ft 1 0.955 0.395 5.76 835.46 875.00 2.34 67.14 170.00 +D Length = 8.0 ft 1 0.358 0.148 2.16 313.30 875.00 0.88 25.18 170.00 +D+L +H Length = 8.0 ft 1 0.311 0.129 2.16 313.30 1,006.25 0.88 25.18 195.50 +D +Lr +H Length = 8.0 ft 1 0.311 0.129 2.16 313.30 1,006.25 0.88 25.18 195.50 +D +S +H Length = 8.0 ft 1 0.830 0.343 5.76 835.46 1,006.25 2.34 67.14 195.50 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max. " +" Defl Location in Span D +_L + 8 +_E]/1.4 1 0.1313 4.027 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 75 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Brock Line 6 Printed: 29 JUL 26:8, 4:14PM __... - -- f9x s�iaovnor -xsa rein aaak µparone�sio�- ssafrsv�nL�aeae�r�v�anu�a avoor a�m�.ecc Wood Beam Design EHERCALG, INC 19133-2UD6, Wr &.G 19 Description : R02 Maximum 00fleWons gr i.Qad CombllnatlQln$ Unwpred Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0492 4.027 0.0000 0.000 S Only 1 0.0821 4.027 0.0000 0.000 D + L + S 1 0.1313 4.027 0.0000 0.000 D + L + S + W/2 1 0.1313 4.027 0.0000 0.000 D + L + W + S/2 1 0.0903 4.027 0.0000 0.000 D + L + S + E/1.4 1 0.1313 4.027 0.0000 0.000 Maximum VBr>cal ReactiOnS - nfactQred , Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.880 2.8 D Only 1.080 1.080 S Only 1.800 1.800 D + L + S 2,880 2.880 D + L + S + W/2 2.880 2.880 D + L + W + S/2 1.980 1.980 D + L + S + E/1.4 2.880 2.880 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 76 of 212 and then using the "Printing & Title Block" selection. Project Notes : _ Titte Block Line 6 Printed: 29 JUL 2008, 4:15PM Wood Beam Design FW:>�:M nor -Ma YohCrw`°, a°(C G- SEMs� ,le,"�r`r9w°"V**"°V°°r.°e�.� 9 ENERMC, INC. IM -2008, W,, BA.II) KW-06004293 License Owner Description : R03 Material Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension 750.09 psi FB : Allowable = Fc - Prll Wood Species ; Hem Fir Fc - Perp Wood Grade : No.2 Fv Maximum Deflection Span # 1 Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850 psi E: Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend - xx 470ksi 405 psi 150 psi 525 psi Density 27.7pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.150, S = 0.240 klft, Tributary Width =1.0 f Maximum Bending Stress Ratio = 0.639E 1 Section used for this span 4x10 fb : Actual = 750.09 psi FB : Allowable = 1,173.00 psi Load Combination +D +S+H Location of maximum on span = 3.973ft Span # where maximum occurs = Span # 1 Maximum Deflection Span # 1 Max Downward Live Load Deflection = 0.000 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.121 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 792 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope W- • Maximum Shear Stress Ratio = 0.340 : 1 Section used for this span 4x10 fv : Actual = 58.70 psi Fv : Allowable = 172.50 psi Load Combination +D +S +H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope 3.12 750.09 Length = 8.0 ft 1 0.735 +D 0.151 1.20 Length = 8.0 ft 1 0.283 +D +L +H 150.00 0.131 Length = 8.0 ft 1 0.246 +D +Lr +H 22.58 172.50 Length = 8.0 ft 1 0.246 +D +S +H 0.49 22.58 Length = 8.0 ft 1 0.639 Overall Maximum Deflections - Unfactored Loads Load Combination 1.27 Span Max. " -" Del D +L +S +El1.4 1 0.1211 0.391 3.12 750.09 1,020.00 1.27 58.70 150.00 0.151 1.20 288.50 1,020.00 0.49 22.58 150.00 0.131 1.20 288.50 1,173.00 0.49 22.58 172.50 0.131 1.20 288.50 1,173.00 0.49 22.58 172.50 0.340 3.12 750,09 1,173.00 1.27 58.70 172.50 Location in Span Load Combination Max. " +" Defl Location in Span Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 77 of 212 and then using the "Printing & Project Notes Title Block" selection. 4.027 Title Btoak Line 6 Printed: 29 JUL 2006, 4:15PM aa Wood $88rT1 ©eIgn F9e: P;1a007ip7 -x38 Yekn Cro* Ap0nerrls ;CG- 8EB�15hIxdNallCalClla6onNB +tloBnUNr 0" 6e>�e.ev6 0.0745 ENERMC.INC. 456 - WW,Ver.5,a19 111 / Description : R03 1 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0466 4.027 0.0000 0.000 S Only 1 0.0745 4.027 0.0000 0.000 D + L + S 1 0.1211 4.027 0.0000 0.000 D + L + S + Wl2 1 0.1211 4.027 0.0000 0.000 D + L + W + S12 1 0.0838 4.027 0.0000 0.000 D + L + S + E11.4 1 0.1211 4.027 0.0000 0.000 Maxims m Vertkaf Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.560 1.560 D Only 0.600 0.600 S Only 0.960 0.960 D + L + S 1,560 1.560 D +L +S +Wl2 1.560 1.560 D + L + W + Sl2 1.080 1.080 D + L + S + E11.4 1.560 1.560 Title Block Line 1 Title : Job # You can changes this area Dsgnr: 850.0 psi using the "Settings" menu item Project Desc.: 78 of 212 and then using the "Printing & Project Notes fb : Actual = Title Block" selection. 1,300.0 psi Eminbend - xx 470.Oksi Title Stock Line 6 Fc - Perp Printed: 29 JUL 2000, 4:19PM Wand 8 ®gym Design T - -- - T F -MY�� tCG• _. �r .W6 150.0 psi ENOIC LC, INC. 1003.2f100, Ver. 0.0.10 KW-06004293 525.0 psi • Description : R04 0 <360 Max Downward Total Deflection = _Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 850.0 psi E: Modulus of Elasticity Load Combination 20061BC &ASCE7 -05 Fb - Tension 850.0 psi Ebend- xx 1,300.0 ksi fb : Actual = Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem Fir Fc - Perp 405.0 psi 3.973ft Wood Grade No.2 Fv 150.0 psi Max Downward Live Load Deflection = Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling 0 <360 Max Downward Total Deflection = Applied Loads Load for Span Number 1 Uniform Load : D = 0.150, S = 0.250 k /ft, Tributary Width =1.0 f - DESIGN SUMMARY_ - Maximum Bending Stress Ratio = 0.9861 Section used for this span 4x8 fb : Actual = 1,252.33 psi FB : Allowable = 1,270.75 psi Load Combination +D +S +H Location of maximum on span = 3.973ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.000 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.258 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 372 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Overall MAXimum Envelope Length = 8.0 It 1 1.133 0.537 +D Length = 8.0 ft 1 0.425 0.202 +D +L +H Length = 8.0 ft 1 0.370 0.175 +D +Lr +H Length = 8.0 ft 1 0.370 0.175 +D +S+H Length = 8.0 ft 1 0.986 0.467 Overall Maximum Deflections - Unfactored Loads Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.467 : 1 4x8 80.62 psi 172.50 psi +D +S +H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Mactual fb- design Fb -allow Vactual fv- design Fv -allow Load Combination Span Max. " -" Defl Location in Span D + L + S + E11.4 1 0.2579 4.027 3.20 1,252.33 1,105.00 1.20 469.62 1,105.00 1.20 469.62 1,270.75 1.20 469.62 1,270.75 3.20 1,252.33 1,270.75 Load Combination 1.36 80.62 150.00 0.51 30.23 150.00 0.51 30.23 172.50 0.51 30.23 172.50 1.36 80.62 172.50 Max. " +" Defl Location in Span Title Block Line 1 Title: Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 79 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Prinled: 29 JUL 2908, 4:19PM L. Wood Beam Design - -- - - W. R -=Yon g m rM• sEW � ;�, �r � 9 ENERCALC, INC. 1985.2008; W. K19 KW-06004293 License Owner Description a04 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Deft Location In Span S Only 1 0.1612 D +L +S 1 0.2579 D +L +S +Wl2 1 0.2579 D +L +W +Sl2 1 0.1773 D +L +S +El1.4 1 0.2579 Maximum Ver0cai Reactions - Unfactored Load Combination Support 1 Support2 Overall MAXlmum 1100 1.600 D Only 0.600 0.600 S Only 1.000 1.000 D + L + S 1.600 1.600 D + L + S +W12 1.600 1.600 D +L +W +Sl2 1.100 1.100 D + L + S + E11.4 1.600 1.600 4.027 4.027 4.027 4.027 4.027 4.027 Support notation : Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 361 -4 1/2" ■ ijy � rJ r • Iy // INN I f 1 ♦ \ • r/ /J ti V ` y A +a Alr ��' ♦� r � (OVER 2ND FLOOR WALL$) 4 a N 3V -4 1/2" SIM.�3 1/E SIMPSON I LU28 - TYR. CANTILEVERED FLOOR JOISTS — U& 1 D (OVER IST FLOOR WALLS) ZQ i >�0 SIM. r t 81 of 212 M r ' 1 r i SIM 0 0 �kl — ■ (� N _ — _ 4x8 50 CV5 N Floor Fr Plans SCALE: 1/8"-V-011 PROJECT JOB # SHEET82 of 2120F DESIGNED DATE CHECKED DATE 3 "`° -�: L. #i , M )/t a.-Ti C,44" A rT S 16,%,J C V N1'T .2- cp ) r 51F- X. 1 4& f/l. = ( 1 '4' 0 ) F 'T- (> / - } 2.,7 1 V v " F 303. L� '�.' = o n'F K �"6 /z [ s i Y F 3co z+ =F �Q i 46 �S S/ + [ 4-0 �sF l��Zl 4 ) y Lr. 410 )pvp ' • -3,10 r "1 62.+ L Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 83 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 29 JUL 2008, 4:39PM WoodRtP:120071 -,=YohCra tAparftnbr ( Ca- SEB} 18trrrtnraBCslar�atlonmerlfoaR1hi Wrd floor beama.ec6 Wood Beam Design ENERCALC , INC. iBfi&2008,Ver.6.0.19 r.rr = • Description : F301 Material Properties 0.267 :1 Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 8 50. 0 psi E: Modulus of Elasticity Load Combination 20061BC &ASCE7 -05 Fb - Tension 850.0 psi Ebend -xx 1,300.Oksi 0.3941 Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Load Combination Wood Grade : No.2 Fv 150.0 psi Span # where maximum occurs = Span # 1 Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Max Upward Live Load Deflection = 0.000 in Applied Loads 0.267 :1 Section used for this span 2 -2x10 fv : Actual _ Load for Span Number 1 Fv : Allowable = Uniform Load : D = 0.140, L = 0.280 klft, Tributary Width =1.0 f DESIGN SU MALRY +D +L +H Maximum Bending Stress Ratio = 0.3941 Section used for this span 2 -2x10 fo : Actual = 368.14 psi FB : Allowable = 935.00psi Load Combination +D +L +H Location of maximum on span = 2.517ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.015 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 3877 Max Downward Total Deflection = 0.023 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 2585 Service loads entered. Load Factors will be applied for calculations, Maximum Shear Stress Ratio 0.267 :1 Section used for this span 2 -2x10 fv : Actual _ 40.00 psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Location of maximum on span - 4.262 ft Span # where maximum occurs = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAMmum Envelope Length = 5.0 ft 1 0.394 0,267 1.31 368.14 935.00 0.74 40.00 150.00 +D Length = 5.0 ft 1 0.131 0.089 0.44 122.71 935.00 0.25 13.33 150.00 +D +L +H Length = 5.0 ft 1 0.394 0.267 1.31 368.14 935.00 0.74 40.00 150.00 +D +Lr +H Length = 5.0 ft 1 0.131 0.089 0.44 122.71 935.00 0.25 13.33 150.00 +D+0.750Lr+0.750L +H Length = 5.0 ft 1 0.328 0.222 1.09 306.78 935.00 0.62 33.33 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. %" Defl Location in Span Load Combination Max. " +" Defl Location in Span D + Lr + L 1 0.0232 2.517 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 84 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 29 JUL 7008, 4:39PM FkP, =mYm - Beam Design �c a Lic. #: KW-06004293 License Owner Description : F301 ,Maximum Deflections for (Load Combinations . UnWomd Loads Load Combination Span Max. Downward Defl Location in Span D Only 1 0.0077 2.517 L Only 1 0.0155 2.517 Lr +L Only 1 0.0155 2.517 D +Lr +L 1 0.0232 2.517 Maximum Verdcal Reactions - UnfactDmd Support notation Far left is #1 Load Combination Support 1 Support 2 Overall imum 1.050 1.050 D Only 0.350 0.350 L Only 0.700 0.700 Lr+L Only 0.700 0.700 D + Lr + L 1.050 1.050 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 85 of 212 and then using the "Printing & Project Notes Title Block selection. Title Block Line 6 Printed: 29 JUL 2008, 4A PM -- M P.1200W -238 Yetrn Creek Avarvnenls fCGI G - 3E8"hf rMC* ldWVerticMUrM DlWftor 6emnwO Wood Beam Design ENCRCkC, INC. 193 -M,Vwc .0.18 KW-05004293 Description : F302 Material Properties Uniform Load : D = 0.260, L = 0.520 klft, Tributary Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension 2 -2x10 fo : Actual = Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade ; No.2 Fv Span # where maximum occurs = Span # 1 Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850.0 psi E: Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.Oksi 405.0 psi 150.0 psi 525.0 psi Density 27.70pcf ADDlied Loads Load for Span Number 1 Uniform Load : D = 0.260, L = 0.520 klft, Tributary Width = 1.0 f -DESIGN -SUMMARY 0.000 in v1aximum Bending Stress Ratio = 0.592 1 Section used for this span 2 -2x10 fo : Actual = 553.78 psi FB : Allowable = 935.00psi Load Combination +D +L +H Location of maximum on span = 2.235ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.019 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 2864 Max Downward Total Deflection = 0.028 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1909 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.420 : 1 2 -2x10 63.03 psi 150.00 psi +D +L +H = 3.745 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 4.50 ft 1 0.592 0.420 1.97 553.78 935.00 1.17 63.03 150.00 +D Length = 4.50 ft 1 0.197 0.140 0.66 184.59 935.00 0.39 21.01 150.00 +D +L +H Length = 4.50 ft 1 0.592 0.420 1.97 553.78 935.00 1.17 63.03 150.00 +D +Lr +H Length = 4.50 ft 1 0.197 0.140 0.66 184.59 935.00 0.39 21.01 150.00 +D+0.750Lr+0.750L +H Length = 4.50 ft 1 0.494 0.350 1.65 461.48 935.00 0.97 52.53 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +° Defl Location in Span D + Lr +L 1 0.0283 2.265 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 86 of 212 and then using the "Printing & Project Notes Title Block" selection. 0.000 Title Black Line 6 Printed: 29 JUL 2006, 4:43PM -- - - - Wood Beam Design _ fk, P --SG ? -736 Yem Qna Avxr rants {06 - SEB}1SCUClurellCakaAMmVertleoLm DL%d NorNams" 0.000 EKEiC/ CJRc %93 00B.Ver6 -059 KW-06OD4293 License Owner Description ; F302 0.000 Maximum Deflections for Load (Combinations- Unfactared Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0094 2.265 0.0000 0.000 L Only 1 0.0189 2.265 0.0000 0.000 Lr+L Only 1 0.0189 2.265 0.0000 0.000 D + Lr + L 1 0.0283 2.265 0.0000 0.000 Maximum VerUca_l Reactions - `Unfactorad : Support notation :Far left is #1 Load Combination f� Support 1 Support 2 Overall MAXimum 1.755 1.755 D Only 0.585 0.585 L Only 1.170 1.170 Lr+L Only 1.170 1.170 D + Lr + L 1.755 1.755 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 87 of 212 and then using the "Printing & Project Notes Title Block" selection. Title Block Lime 6 Printed: 29 JUL M, 4:44PM F11ec P:LZOp'119 -= YeM O"k AperEMra J4G • SES�*rilVOt#* MJ1 WN fluor beams ece I Wood Beam Design PIER . KC. 1sss-2ooe,veraar0 0trTer Description : F303 Material Properties 0.351: 1 Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 850 psi E: Modulus of Elasticity Load Combination 20061BC &ASCE7 -05 Fb - Tension 850 psi Ebend -xx 1300ksi 437.56 psi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem Fir Fc - Perp 405 psi Span # where maximum occurs = Wood Grade : No.2 Fv 150 psi 1.56 437.56 Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Applied Loads Load for Span Number 1 0.351: 1 Uniform Load : D = 0.260, L = 0.520 klft, Tributary Width =1.0 f DESIGN SUMMARY 0.000 in (Maximum Bending Stress Ratio = 0.4681 Section used for this span 2 -2x10 fb : Actual = 437.56 psi F13: Allowable = 935.00psi Load Combination +D +L +H Location of maximum on span = 1.987ft Span # where maximum occurs = Span # 1 Maximum Deflection 0.351: 1 Max Downward Live Load Deflection = 0.012 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 4078 Max Downward Total Deflection = 0.018 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 2718 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio - 0.351: 1 Section used for this span 2 -2x10 fv : Actual = 52.63 psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Location of maximum on span - 0.000ft Span # where maximum occurs = Span # 1 Maximum Forces t Sham for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 4.0 ft 1 0.468 0.351 1.56 437.56 935.00 0.97 52.63 150.00 +D Length = 4.0 ft 1 0.156 0.117 0.52 145.85 935.00 0.32 17.54 150.00 +D +L +H Length = 4.0 ft 1 0.468 0.351 1.56 437.56 935.00 0.97 52.63 150.00 +D +Lr +H Length = 4.0 ft 1 0.156 0.117 0.52 145.85 935.00 0.32 17.54 150.00 +D+0.750Lr+0.750L +H Length = 4.0 ft 1 0.390 0.292 1.30 364.63 935.00 0.81 43.86 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span D + Lr + L 1 0.0177 2.013 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings menu item Project Desc.: 88 of 212 and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 29 JUL 2000, 4:44PM Fue Ff201}7 W7-- xtaYeMnc7aakkraranen�( RG- SF�} 19truEhrat�( �Ioule6on1VerlfearrUnprn�rddoorheamaaci Wood Beam Design rrtr�uc iNC �i1832pDB ver 60.19 Description : F303 Max lino 6.0eflections for =Load Colttbfnations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0059 2.013 0.0000 0.000 L Only 1 0.0118 2.013 0.0000 0.000 Lr +L Only 1 0.0118 2.013 0.0000 0.000 D + Lr + L 1 0.0177 2.013 0.0000 0.000 r Maximum Vertical Reactions' Unfaetored' : Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.560 1.560 D Only 0.520 0.520 L Only 1.040 1.040 Lr+L Only 1.040 1.040 D + Lr + L 1.560 1.560 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 89 of 212 and then using the "Printing & Title Block' selection. Project Notes Title Block Line 6 Printed: 29 JUL 2608.4:56PM F1xPi240114-MYohO ak4. winenls0- SEe} 1Sbre�ralltieldf�omVff !1UMUnftD>Wftobaen�s.ew8 Wood Beam Design T ENERCALC, INC. 19832008,Ver6.0.19 KW-06004293 OwneF97 Description : F305 Material Properties 0.256 : 1 Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Fb - Compr 875 psi E: Modulus of Elasticity Load Combination 20061BC &ASCE7 -05 Fb - Tension 875 psi Ebend -xx 1300ksi 665.03 psi FB : Allowable = Fc • Prll 600 psi Eminbend - xx 470ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625 psi Maximum Deflection Wood Grade : No.2 Fv 170 psi 0.000 in Live Load Deflection Ratio = 1530 Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling 711 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 +D Length = 12.4161 ft 1 .L 0.137 3.59 355.72 - -� 0.98 23.25 .3d N Length = 0.083893 ft 1 Applied Loads 0.256 : 1 Load for Span Number 1 6x12 Uniform Load : D=0.1840, L = 0.160 klft, Tributary Width= 1.0 f DESIGN SUMMARY 170.00 psi Maximum Bending Stress Ratio = 0.760.1 Section used for this span 6x12 fb : Actual = 665.03 psi FB : Allowable = 875.00 psi Load Combination +D +L +H Location of maximum on span = 6.292ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.098 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1530 Max Downward Total Deflection = 0.211 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 711 Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio 0.256 : 1 Section used for this span 6x12 fv : Actual = 43.46 psi Fv : Allowable = 170.00 psi Load Combination +D +L +H Location of maximum on span = 11.577ft Span # where maximum occurs = Span # 1 Fv -allow Overall MAXimum Envelope VOW- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 12.4161 ft 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 Length = 0.083893 ft 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 +D Length = 12.4161 ft 1 0.407 0.137 3.59 355.72 875.00 0.98 23.25 170.00 Length = 0.083893 ft 1 0.407 0.137 3.59 355.72 875.00 0.98 23.25 170.00 +D +L +H Length = 12.4161 ft 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 Length = 0.083893 ft 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 +D+Lr +H Length = 12.4161 ft 1 0.407 0.137 3,59 355.72 875.00 0.98 23.25 170.00 Length = 0.083893 ft 1 0.407 0.137 3.59 355.72 875.00 0.98 23.25 170.00 +D+0.750Lr+0.750L +H Length = 12.4161 ft 1 0.672 0.226 5.94 587.70 875.00 1.62 38.41 170.00 Length = 0.083893 ft 1 0.672 0.226 5.94 587.70 875.00 1.62 38.41 170.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design Description : F305 Overall Maximum Deflections - Unfactored Loads Title : Job # Dsgnr: Project Desc.: 90 of 212 Project Notes Printed: 29 JUL 2008, 4:56PM_ F1ei P:12D0 I-M Ydm Nek Apwbnettts (GG - SEB)1ShupuRl4Ctipd46m1Yer6eaWott QW 1ba beetmee6 FNMCALC, ING.19OM, Ver. 6A 10 Load Combination Span Max. '2 Defl Location in Span Load Combination Max. " +" Defl Location in Span D + Lr + L 1 0.2108 6.292 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only L Only Lr +L Only D +Lr +L Maximum Vertical Reactions - Unfactored 0.1127 6.292 0.0980 6.292 0.0980 6.292 0.2108 6.292 Load Combination Support 1 Support 2 Overall MAK um 2.150 2.150 D Only 1.150 1.150 L Only 1.000 1.000 Lr+L Only 1.000 1.000 D +Lr +L 2.150 2.150 Support notation : Far left is #1 0.0000 0.000 0.0000 0.000 0.0000 0.000 I Title Block Line 1 Title: Job # You can changes this area Dsgnr: using the Settings" menu item Project Desc.: 91 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 29 JUL 2008.4:57PM VUOVd Beam Design " F �':1�°°7w ,= r.►„ Reek nparnn�►s fea sEe�cakr+atiwltve.ur txx DOW e°" .w6 ENERCALC, INC. 19852008. VW 6.019 Description : F306 850 psi Material Properties 1300 psi Eminbend -xx 470ksi Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb- Tension Density 27.7 pcf fb : Actual = Fc - Prll Wood Species ; Hem Fir Fc - Perp Wood Grade ; No.2 Fv Load Combination +D +L +H Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 850 psi E: Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend -xx 470ksi 405 psi = 0.569 , 1 150 psi 4x10 525 psi Density 27.7 pcf Applied Loads Load for Span Number 1 Uniform Load : D = 0.3440, L = 0.480 klft, Tributary Width =1.0 f Service loads entered. Load Factors will be applied for calculations. S[lMAIdRY 891.46 1,020.00 ONE= Maximum Bending Stress Ratio = 0.874: 1 Maximum Shear Stress Ratio = 0.569 , 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 891.46 psi fv : Actual = 85.32 psi FB : Allowable = 1,020.00psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 2.980ft Location of maximum on span = 5.235 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.0000 0.000 Max Downward Live Load Deflection = 0.047 in 0.747 0.486 Max Upward Live Load Deflection = 0.000 in Span Max. Live Load Deflection Ratio = 1527 1 Max Downward Total Deflection = 0.081 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 889 Maximum Forces & Stresses for Load Combinations Load Combination Max Suess Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow VVU1 GII IVIMA11I IUI II CI IMUIX 891.46 1,020.00 1.84 Length = 6.0 ft 1 0.874 0.569 +D 35.62 150.00 3.71 891.46 Length = 6.0 ft 1 0.365 0.237 +D +L +H 1,020.00 0.77 35.62 150.00 Length = 6.0 ft 1 0.874 0.569 +D +Lr+H Load Combination Length = 6.0 ft 1 0.365 0.237 +D+0.750Lr+0.750L +H 0.0000 0.000 Length = 6.0 ft 1 0.747 0.486 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span D + Lr + L 1 0.0809 3.020 3.71 891.46 1,020.00 1.84 85.32 150.00 1.55 372.16 1,020.00 0.77 35.62 150.00 3.71 891.46 1,020.00 1.84 85.32 150.00 1.55 372.16 1,020.00 0.77 35.62 150.00 3.17 761.63 1,020.00 1.57 72.90 150.00 Load Combination Max. ° +° Defl Location in Span 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 92 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Black Line 6 Printed: 29 JUL 2008, 4:57PM Ft F.l2t7p717r -M YOn {rapt FpB*m* fM • SE8j1 WftOCdplgBdilVerticpRLMdk Md fJOOr b9en� W Wood Beam Design `T ENDrAA,m,,, wr,wus Lic. KW-06004293 License Owner: , Description : F306 Maximum Deflections for 1-04 Combl.nations - Unfactorod LoOd# Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0338 3.020 0.0000 0.000 L Only 1 0.0471 3.020 0.0000 0.000 Lr +L Only 1 0.0471 3.020 0.0000 0.000 D + Lr + L 1 0.0809 3.020 0.0000 0.000 Maximum Vertical Reactions- Unfactared Load Combination Support 1 Support 2 Overall MAXimum 2.472 2.472 D Only 1.032 1.032 L Only 1.440 1.440 Lr +L Only 1.440 1.440 D + Lr + L 2.472 2.472 Support notation : Far left is #1 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 93 of 212 and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 29 JUL 2008, 4:59PM ft P �aunnr- 738rew Creek ka*mm tcG -$ MN hd"C*W *Verriml tDi&d am b wwd Wood Beam Design - - BVRMC,.W_198 -M.ver:da,10 Lic. #: KW-06004293 License Owner:.:- Description : F307 Material Properties Analysis Method: Allowable Stress Design Fb - Compr Load Combination 20061BC &ASCE7 -05 Fb - Tension Eminbend -xx Fc - Prll Wood Species : DF /DF Fc - Perp Wood Grade :24F - V4 Fv Eminbend - yy Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2400 psi E: Modulus of Elasticity 1850 psi Ebend - xx 1800 ksi 1650 psi Eminbend -xx 930ksi 650 psi Ebend - yy 1600 ksi 265 psi Eminbend - yy 830ksi 1100 psi Density 32.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.240, L = 0.480 k /ft, Tributary Width =1.0 f SIGN SUMMARY Maximum Bending Stress Ratio = 0.6831 Maximum Shear Stress Ratio - 0.478 : 1 Section used for this span 3.125x9 Section used for this span 3.125x9 fb : Actual = 1,638.33 psi fv : Actual = 126.80 psi FIB : Allowable = 2,400.00psi Fv : Allowable 265.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 3.973ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.131 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 733 Max Downward Total Deflection = 0.196 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 489 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow Overall MAXimum Envelope Length = 8.0 ft 1 0.683 0.478 5.76 1,638.33 2,400.00 2.38 126.80 265.00 +D Length = 8.0 ft 1 0.228 0.159 1.92 546.11 2,400.00 0.79 42.27 265.00 +D +L +H Length = 8.0 ft 1 0.683 0.478 5.76 1,638.33 2,400.00 2.38 126.80 265.00 +D+Lr +H Length = 8.0 ft 1 0.228 0.159 1.92 546.11 2,400.00 0.79 42.27 265.00 +D+0.750Lr+0.750L +H Length = 8.0 ft 1 0.569 0.399 4.80 1,365.27 2,400.00 1.98 105.66 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. " +" Defl Location in Span D + Lr + L 1 0.1963 4.027 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: 94 of 212 and then using the "Printing & Project Notes Title Block" selection. 0.0000 Title Black Line 6 Printed: 29 JUL 2008, 4:59PM Wood Beam Design FilrsP.LZA rA7-MY*nCreek+aDm mft(Ce -SEB} 6u aR a EanlVeA 1t+RDOMfWabuftecs L ENERCkLCAQ I03- M,Yec8.A1@ 1 Description : F307 Ail Ihl.um Def 6dions for Load 6mbinAons d.unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Deft Location in Span D Only 1 0.0654 4.027 0.0000 0.000 L Only 1 0.1309 4.027 0.0000 0.000 Lr +L Only 1 0.1309 4.027 0.0000 0.000 D + Lr + L 1 0.1963 4.027 0.0000 0.000 ,maximum Verdc'ai ReadiOne -. Unfaotor9d' Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.880 2.880 D Only 0.960 0.960 L Only 1.920 1.920 Lr+L Only 1.920 1.920 D +Lr +L 2.880 2.880 12o oT- MD Fuq- 95 of 212 v\ l/ Column /Post Table 'ForR- 0011-D Column/ Post # Wall Typc Location W/ Beam or Truss Load Size Comments Co( ix 6 eT Tb 3 ,14-K CO2 7-x(> + co3 zx6 d I C �4 �xG � 0 7 x,56 k C> 57 G YL-d 3 �,oSK GoG 2x� �3u1 C oT 2x Z+ Z X F Q, -Z 4- G o �..x4 F 3 3 l'sbk C, 2- 2.x F ; °G 96 of 212 Column /Post Table Column/ Post # Wall Type Location W/ Beam or Truss Load Size Comments G 13 2X 4 ' �- z' 8 ILK K 4.004-!c C l 1- 4 2 x C o C� 3' GIQj 2X4 2XCo� �,I�K �� C2-V 2 4,3ok Czl 2X(� iX Clz �-•°t4-k �� PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: `'S.e12-*� Lateral Structural Calculations AnderscnChase A Structural Engineering Corporation 5521 - Sulte 8 - 1001h SL SW; Lakewood, WA 98499 97 of 212 SheetlI of Date: 8/1/2008 Design By: YHW 98 of 212 Ln v N -87th Ave S N rl w � (0 o O cc N M Q W N w 89th Ave :Ct S •i 0 Lb S any 4J06 0 ra, AP °- } 3S f' a aY� s Skyview Lh S w d L r Cemet.&y S a U7 �e 1 f r�� o' m _ ° Taku l D (, Vail Rd SE ^ - — - N o S any 4366 (i s Y IJD L N 1j w m J r y7 � co � UI N C L J Story }!a N N 3� a. .2? -C o .p O wv w o w J J 41 7 � KV H L N O w y Q O 1 NGF II 1" W N T ' 0 T 4 65� 0 0 C n Crowe Rd 5E r m $ cn o o n [1 w Q 3 0 � 5� U LU R� t w ' 4� se > S y . fir, a stse sr��otv N Devin I ... oa I = {+ 9F a � N L N ri Ci !7�' ip a 99 ,9p YSAO 6.0 }� ; MURSTOWCr NW 111 ggg •a I'VO w 96[ • 4Q 4 i ❑ q L `a .• r 334T]i_�157 BERRY VALLEY RD $E 4k� �a� I'q v `r m Aye v Ln 1,i V� L - 550 ' CT ti rni•. y �S 4�'1 ... Ye ��4.�1 pb- r� rYl �gNAt rah , LU N C� �i, l v Y7 y Z C7 • - ..J - to aj �� 105TH WqY SE• JI kr ..�.�• a el<enne r ❑ i •f�- IVn'CGrn ISCfs •e' En U�i a P toLDEN LIN a 9TH L SE v.1 L �fiH 110TH AvE+5E �E ❑I� �� :. <'Afl.S i- 2F AvE sE. LCI .•Y:IOTH a _ �I LU C. Ln JO j U. j L BALD F ILL$_RD. SE\ T-1 @c1t7pyy RPFLN SB 1207} r AVE S 444.7 ft 400 ft i, LA T 350 ft 300 ft 0 mi 1,584 ft 3,168 ft 4,752 ft 1.20 mi 1.50 mi 1.80 mi 2.10 mi 2.28 mi Lin Dist: 2.3 mi Terr Dist: 2.3 mi Elev Gain: -90.2 ft Avg Grade: 1 Climb Elev: 49.9 ft Desc Elev: 140.1 ft Max. Elev: 444.7 ft Min. Elev: 331.4 ft Climb Dist: 4,613.5 ft Desc Dist: 1.4 mi Data use subject to license. TN Scale 1 :28.125 © 2006 DeLorme- Topo USA(9) 6.0. I MN (17.1 -E) WO loon m www.delorme.com IVa V = 2,343.8 ft Data Zoom 12 -7 1 OOT8>21 YsA O 6.0 1�'IpilNTA of arrtE cr Mw y$ ; .�'; 'tij•. k. _ rc . $ t� fISJr n:�:�'_'�• `',}; Lev . -�� ya � h �? w w Tolm 5�t • '1 r P SEW'LDL3P',5 - :: jrj Cp ! RD,AV£'•5L r� - x 103RD AVE SE 1� �s•�, - �I -- — -. _ 105TH- WFY q 10520 Crtrk Sl SE 'n, 0 EN I N JI 'I Sa9TH AVE 5£? a 4 ^ 45� r7H AVE SE 144M Fi AVE Y� w t. r BALD HI S NO 5 M a t'O _ 'r is F? z �I •� /, '1j,.� R f ; r ME40ow � #Cary SE —p 361.4 ft — rLA-T 350 ft — aA 340 ft 330 ft 0 mi 1,584 ft 3,168 ft 4,752 ft 1.20 mi 1.50 mi 1.80 mi 2.13 mi Lin Dist: 2.1 mi Terr Dist: 2.1 mi Elev Gain: 20.8 ft Avg Grade: 0 Climb Elev: 52.6 ft Desc Elew 31.8 ft Max. Elev: 361.4 ft Min. Elev: 331.3 ft Climb Dist: 1.1 mi Desc Dist: 5,012.4 ft Data use subject to license, TN Scale 1 : 25,000 0 900 1200 190D 2000 3000 m © 2006 DeLOfine. Topo USA® 6.0, MN (17 1•e) o zoo aoo www.delorme.com 1 " = 2,083.3 ft Data Zoom 13 -0 4/14/2015 Design Maps Summary Report WU('� Design Maps Summary Report User - Specified Input Report Title Yelm Creek Rainier Q marpquest USGS- Provided Output Ss = 1.241 g S,= 0.493g North Yelm 0 Yelm ;f ,l to ®2015 MapQuest Some dada @2015 '4p 8 i S,s = 1.246 g S,,s = 0.830 g Sh,,. = 0.743 g Sp, = 0,495 g �rt,z 101 of 212 MapQuest For information on how the SS and S1 values above have been calculated from probabilistic (risk- targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the °2009 NEHRP" building code reference document. MCEa Response Spectrum 1,43 1.30 1,17 1.04 0.91 Ch 0.78 to 0.65 0.52 0.39 - F_"� 0.26 0.13 0.00 0.00 0.20 0.40 0.6a 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 0.99 0.90 0.81 0.72 0.63 Cm 0.54 M 0.45 0.36 0.27 0.12-- 0.05 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the http:// ehp4- earthquake. cr. usgs .gov /designmaps /us /summary.php? template = minimal &latitude= 46.9348dongitude= -122. 572& siteclass= 3&riskcategory =0 &editio . 1/2 Tue April 14, 2015 20:51:51 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 46.934 0N, 122.572 °W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I /II /III 5004m Rainier Q marpquest USGS- Provided Output Ss = 1.241 g S,= 0.493g North Yelm 0 Yelm ;f ,l to ®2015 MapQuest Some dada @2015 '4p 8 i S,s = 1.246 g S,,s = 0.830 g Sh,,. = 0.743 g Sp, = 0,495 g �rt,z 101 of 212 MapQuest For information on how the SS and S1 values above have been calculated from probabilistic (risk- targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the °2009 NEHRP" building code reference document. MCEa Response Spectrum 1,43 1.30 1,17 1.04 0.91 Ch 0.78 to 0.65 0.52 0.39 - F_"� 0.26 0.13 0.00 0.00 0.20 0.40 0.6a 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 0.99 0.90 0.81 0.72 0.63 Cm 0.54 M 0.45 0.36 0.27 0.12-- 0.05 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the http:// ehp4- earthquake. cr. usgs .gov /designmaps /us /summary.php? template = minimal &latitude= 46.9348dongitude= -122. 572& siteclass= 3&riskcategory =0 &editio . 1/2 Andersc)nChase Job # 1/15/00 Sheet? of 212 A STRUCTURAL ENGINEERING CORPORATION 5521 tooth Street SW, Suite B Designed: TLC Date: 4114/15 /1k Lakewood, WA 98499 253-212-2310 Checked: Date: Project: Yelm Creek 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 Site Coefficients: (USGS Open -File Report 01 -437) Ss = 1.241 Fa = 1.00 S1= 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) Sol = 2/3 * SM1 = 0.4953 (IBC Eq.16 -40) Structure Period: Ta = C, * (h„)"= h„ _ C, _ X= Cu _ T(MAX) = C„ * Ta = Seismic Use Group: 0.3181 (ASCE Eq 12 8 -7) 40 Ft. 002 (ASCE Table 12 8 -2) 0.75 (ASCE Table 12.8 -2) 1.4 (ASCE Table 12.8 -1) 0.4454 (ASCE 12.8.2) Risk Category: For n I or II, 111, IV (ASCE7 11.5.1) I = 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 (Sos) Seismic Design Category(SD1): D IBC Table 1613.3.5(2), ASCE Table 11.6 -2 1 Second Period (Sol) Seismic Response Coefficients CS =SDS /(R/IE) _ R= IE _ CS(Max) _ SD1 / ((R / IE) * Ta) _ SD1 *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) 0.2396 0 2396 (ASCE Eq 12.8 -3) for T <= TL OK TL= 4 3.0123 (ASCE Eq 12.8 -4) for T <= TL OK ASCE Section 12.8 & 11.4.5 CS(Min) = 0.04 0.044 Sos 1 -.01 = 0.04 (ASCE Eq 12.8 -5) Not Required S1 < -0 6g (ASCE Eq 12.8 -6) V = Cs * W = 0.1278 W (Ultimate Strength) Va = Cs /1.4 * W = 0.0913 W (Allowable Stress) (ASCE fig. 22 -12 thru 22 -16) I~ ��(043 �Lf.�f.� -r��' •'� x'11 >�`' AndersonChase, Inc. 5521 100th Street SW, Suite B, Lakewood, Washington 98499 53) 212 -2310 Ande�sonChase Job # 15 028 Sheet: 103 of 212 A STRucTu Iil N.1KE Ri NC3 CORPORATION 55a+tooth Street SW, Sulte8 Designed. TLC Date: 4/14/15 l kwood, WA 99494 Checked: Date: Project: Yelm Creek Apartments WIND ANALYSIS: IBC 2012 l ASCE 7 -10 Risk Category l+ _ 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 2672 Mean Roof Height, h= 40.00 feet Alpha = 7 Parapet Height above roof, p= - feet Zg = 1200 Building Width, B= 50,00 feet Building Length, L= 230.00 feet I Enclosed Building Natural Period = 0.3181 sec GCpi = +/- 0.18 Table 26.11 -1 Natural Frequency = 3.1437 Hz >= 1 Hz Therefore, Rigid Structure per Section 26 9 G = 0.8500 gust effect factor defined in section 26.9 Kz = 2.01 (z/zg) 2/alpha (ASCE 7 -10 Table 27.3 -1) Section 27.3.1 Kn = (1 + K+ Kz K3 )2 = 1.00 (ASCE 7 -10 Eq. 26.8 -1) Section 26.82 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) Cp = 0.8 (windward) Figure 27.4 -1 qh (psD gGGCp - q (GCp) q G Cp - qi(q 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 K� q. (psf) gGGCp - gi(GCp;) q G Cp + qi q G Cp - gi(GCpi) 15 0,57 15,13 10,29 3.60 13,89 6,69 20 0.62 16.43 11.17 360 14.78 7.57 25 0,67 17.51 11.91 3.60 15.51 8.30 30 0.70 1845 12.54 3.60 16.15 894 35 0.73 1928 13,11 3.60 16,71 950 40 0,76 20,03 13,62 3.60 17,22 1001 40 q =qh =q 20,03 13,62 3,60 17.22 1001 0 q =qP 000 - - - Parapet Leeward: P = gGCp - gi(GCpi) (ASCE 7 -10) (Eq.27.4 -1) Walls: External Internal Total Total qh (psD gGGCp - q (GCp) q G Cp - qi(q G Cp + gi(GCpi) 2003 -8.51 3,60 -4,91 -12,12 Along L 2003 -3.40 360 0,20 -701 Along B Parapet: Pp = qp GCPn (ASCE 7 -10) (Eq. 27.4 -4) 35 Windward Leeward 40 gp(psq gGGCp„ gPGCpn 0.0 (0.0) 0.00 0.00 0,00 -105 Walls: P = qh [(GCp)- (GCpi)) (ASCE 7 -10) Area (ne) GCp(4 &5) Windward GCp(4) 10 1,00 23,6 (14,2) -1.10 25 0.93 22.3 (13.4) -1,03 50 0,88 21.2(12-7) -0.98 100 0,83 20,2(12,1) -0,92 ( ) values are ASD = ULT x 0.6 21 6(13.0) Totals Windward + Leeward h Along B Along L feet 13,7 (8,2) 18,8 (11.3) 15 14.6 (8,7) 19.7(11 8) 20 15.3 (9,2) 20.4 (12,3) 25 15+9(9,6) 21.1 (12.6) 30 16.5 (9,9) 21 6(13.0) 35 17.0 (10,2) 22.1 (13 3) 40 17,0 (10.2) 22,1 (13,3) 40 0.0 (0.0) 1 0.0 (0.0) Parapet ( ) values are ASD = ULT x 0.6 Figure 27.4 -1 Cp = -05 (Leeward along L) Cp = -020 (Leeward along B) Section 27.4.5 GCPn = 1,5 (Windward Parapet) GCPn = -1.0 (Leeward Parapet) 01, 11-0 (. i 2 - VC-1) (_a-A-7) 02>°i! j `L j Q{1r Z1) (Eq. 30.4 -1) h < 60 ft Table 26.11 -1 Leeward GCp(5) Leeward GCpi = 0.18 (Windward) -25,6 ( -15,4) -1.40 -31.6 ( -19.0) GCpi = -0.18 (Leeward) -24,3 ( -14.6) -1.26 -28.9 (- 17.3). q„(psf) = 20.03 -23,2( -13,9) -1.16 -26.8(- 16.1)q,.�y -22,1 ( -13,3) -105 - 24.6( -14.8) AndersonChase, Inc. 5521 1001h Street SW, Suite B, Lakewood, Washington 98499 (253) 212 -2310 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: —,, , e- 2 F, Lateral Structural Calculations (Unit A) EkAndersonChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 104 of 212 Sheet 1 of Date: 8/1/2008 Design By YHW Illlllllllllllll�flll illlllllllllllllllllll 111111111111 ■E�JJ ■E■ ME■ ?�illllllllllllfllllllll IIIIIIIIIIIIIIIIIIIIII IIIIIIIlI!!I Ii.a■ Ii ■■ ii ii. ii.■■ Is ■.■ ■ ■ ■ ■ ■ ■ �■ 1ll�l!l��li III 111111 •IIII�III1�11�1111•1l�IlI� �111I IIIII44111141! I II I �11111111111111111I 1111111 {�1�� II�I�ll�11�{ ��ir��i1��= i��■I� r iA_ ss- M�i__."1ir9�iw ^�- III- _w 1 ��-7ri�7 rw- � ! �■ i —��a :I �r iI■ alli i 11111! �I� ■■ ■■ -" I� s." �M ■. L'�r�. f. iIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIII II�II'llll ee�IgIIIIIIIIIIIIIIIIle2�IIIIIIIIIIII1111EE�1 40 10 ---, ®r.— 11,21M MW Ems:: ,_ 1� ::m.. ::m e�No Mo RM MO w w mo on. now now IlIIIIIIllll11111111! illIIIIlflllllllllllll IIIIIIIIIIIIIIIIIIIII �rlllllllllllllllllll ii. i M�■ Illllllllllr IIIIIIIIIIII i�■ Mf■ 1 1111 M "Nal I WPM- 10 on w r5 rJ n a as 0 a w QQa w i'o �l a as x 6 P w 107 of-212 w oLU N� (K z Oar Haw i'o �l a as x 6 P w 107 of-212 71 `3 }/ ALIGN TRUSS AS — DRAG STRUT W/ 150 PLF CAPACITY E �— ROOF AT 2ND. FLOOR BELOW Unit Type A TOYER 3RD. FLR. WALLS) B Ir 108 of 212 D►Al7Wn /Id FA P s-, i 011--j - t.t — L-1, = S C 3 K l rm 109 of 212 71 ' 21' -0 1/2" ' 1 SET BEAM 3" IN FROM FACE OF WALL FOR FLUSH SIDING 2xlm P.T. 6x6 POST P.T. 6x12 - 16" O.C. HANG JOISTS 1 �� 1 Ii FROM BEAM 6rm, in, P.T. 2x- LEDGER A 19 � �mm A A I� 5�0 e I � 1 9 WI r - (2 )2x1i q ®. wwI x � N a T � m �0 X- ha � N ,05) �j ] UOR A (OVER 2ND. FLR. WALLS) J--1= S .-� s. t' i i. i` B 2V -0 1/2" SET BEAM 3" IN FROM FACE OF WALL P.T. 6x6 POST I FOR FLUSH SIDING 2x10 • P.T. 6x12 16" O.G. , WANG JOISTS FROM B1�AM N _ � J 5m0 1 �•� `fl P.T. 2x LEDGER — 9 19 C2hx102x 14 P.T. 6x6 POST, 0 HANG JOISTS FROM SWAM — P.T. 2x LEDGER N N f e 4x10 Fr- r4 ( x- I N r3 mil un Umft IM A xrlb F4vo (OVER 1ST. FLOOR WALLS) FM �• �. N 1 PROJECT NAME: YELM CREEK DEYELOPMENT(UNIT A) SHEET OF _ PROJECT NUMBER: 4 S, p 2.� VER 2.OM 111 of 212 DATE: 12/21/09 ------- DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS �4FIu� Wind Method 2 per 006 IBC NOTE: The longitudinal direction being the longer direction of the completed building comprised tr'l�•�� -'� of adjacent units. Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT .1 _ WIND: LONGITUDINAL -(85 MPH, Exp "B" Per IBC) VR = 13.21 PSF [14.5' *50']/4 = 2394 Ibs VF3 = 12.57 PSF[9.5' *50']/4 = 1493 Ibs VF2 = 11.75 PSF[10' *50']/4 = 1469 Ibs VF1 = 0 (SOG N /A) 0 Ibs TRANSVERSE - (85 MPH, Exp "B" Per IBC) VR = 13.21 PSF [14.5' *21'] = 4022 Ibs VF3 = 12.57 PSF [9.5' *21'] 2508 Ibs VF2 =11.75 PSF(10' *21') = 2468 Ibs VF1 = 0 (SOG N /A) 0 Ibs QFTCMTC *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL /BRICK LEVEL AREA LOAD LONG TRANS. I LONG TRANS. I LONG TRANS. (FT "2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 974 15.0 2.220 3.880 0.000 0.000 2.220 3.880 L3 Roof 2nd perpen wall ht = 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht = 9 FT L3 Floor 930 20.0 4.430 7.770 0.000 0.000 4.430 7.770 L2 Roof L2 Floor 930 20.0 4.430 7.770 0.000 0.000 4.430 7.770 *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht = 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht = 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht = 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht = 9 FT Shw_HD CalGs (IBC)_UnitA_BLDG B _Long Trans WaIlAs 112 of 212 PROJECTNAME: YELM CREEK DEVELOPMENT(UNIT A) SHEET OF PROJECT NUMBER: VER (3/28/00) 12/21/09 DESIGN BY: YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND LOAD C FLOORS Long Trap LB/FT LB/Fr Roof 23943 4022.4 LB/Fr UNIT LATERAL ANALYSIS L3 14923 2507.7 LB/FT L2 1469,8 2467.5 LB/FT SEISMIC COEF. PER ASCE- 79.5.52(ASO- EId1.4) 0 -0871 RHO I Ab (ft ^2) ground Boor area including p jections 930 11 vpo.,se5 �7 Pilo SEISMIC FORCES: WALL DIRECTION (LONG OR TRAM WWI 1 = 280pir 0 -0871 LONG W1= 280plF 1.00 W1= 280pir ]00 W1= 280pif Z. r y.., A`�v v Z' NUMBER OF STORIES (1 -5) L2 3 yid <�Cy VET 0 DIAPHRAGM L2 90 PERPENDICULAR 04 087 0,90 SEISMIC FORCES WIND FORCES 96 100 LENGTH UNIT RF)FLR WALL -- WEIGHT 9,0 WT HT LONG TRAN LONG TRAN 146 184 LONG TRANS WT WT LONG TRAN HT LONG IRAN V/FL V/FL V/FL V/FL 2.01 LEVEL (F1) (FT) AREA (PSF) (KIPS) (KIPS) (KIPS) (FT) (8 -FT) (8 -FT)>� IkTPS7 (K11PS1�57 L3 Aoel1'416 xa• ri r¢nus L3 x 4 . Roof I 1 974 15.0 14.60 2.22 3,88 30 504.68 554 48 ! 2 31 47�394,11 090 pp L3 I I 930 20.0 18 60 4.43 7.77 20 460.60 527.40 2,11 2 4 056 166 L2 l 1 930 20.0 18.60 4,43 7,77 ]0 23030 263,70 1,06 1.2 6.35 t Yt "� 7 781 411 402 411 822 4 i Z� TOTAL WT => 62.88 71 -22 KIPS 1195.58 1345.58 548 620 5,36 9.00 TOTAL V - 5.48 620 KIPS NOTE: PERPENDICULAR WALL WT INCLUDES BRICK DEAD LOAD, TOO. �r 11 vpo.,se5 �7 Pilo L2 WWI 1 = 280pir 1.00 W1= 280plF 1.00 W1= 280pir ]00 W1= 280pif 1 -00 = 280p1T Page 1 RHO L2 1.00 W5= 870p1f 100 W6= 1100plf 100 W7= 1740plf 100 W7 =1740pif L2 Roar L2 90 365 04 087 0,90 0,87 090 96 100 100 193 0 L2 9,0 349 0.4 079 r/. 056 1.66 146 184 162 184 369 42 1.2 90 349 04 040 055 %. 2.05 2.01 228 223 229 456 L3 L3 Roof L3 5,0 365 0,4 090 0.87 0y0 173 ISO 180 347 L3 L3 50 349 0.4 0.79 056 166 1_46 332 292 332 663 F2 'L] 5A 34A 0.4 OAE 6.35 2.05 781 411 402 411 822 Page 1 RHO 1.00 W5= 870p1f 100 W6= 1100plf 100 W7= 1740plf 100 W7 =1740pif RHO W3 = 550pir E Shw_HD Calcs (IBC)-Unit A_BLDG B _Long Trans, Wall As 113 of 212 OMEGA Lti 0.741 - Includes vert seismic of 0 2SDS times Dead loads HOLD DOWN CALCULATIONS LONGITUDINAL DIRECTION UNIT LATERAL ANALYSIS D +E ) 74•D +: D + E )-667-D + W TOTAL WALL TOTAL TOTAL seismic seismic wind Wind Governing WALL LVL WALL HEIGHT OTL FORCE W W P P Fi F. MOT MOT DL LL C T C T T LINE LENGTH OTANAL RATIO DL LL DL LL SETS WIND SETS WIND MR MR 030 031 (FT) (FT) (Ff) UP KLF KIPS KIPS KIPS KIPS K -FT K -FT K -FT K -FT KIPS KIPS KIPS KIPS KIPS 3• WA Roof 5,75 30,00 2.50 0.522 0.421 030 031 312 132 1,73 0,82 1.78 0,90 0.90 L3 5.75 20.00 2.50 0.522 0,230 0.28 A19 &76 8.19 203 4,33 2,91 4.09 2.73 2.91 L2 5.75 10,00 2.50 0.522 0,230 0.14 19 15,93 15 19 275 7.47 5,55 7.17 5,34 5.55 L3 3' W-11 Raaf 6 70.110 4-19 1A110 IL421 0,87 0,90 8,67 8,98 4.26 2,87 1,22 2.94 1,36 1,36 0 6 20A0 4150 IAN 0.10 0,79 0,56 25,25 23,55 6.59 7,08 4.53 630 4.26 1,53 0 6 lOAO 450 1*0 km 0.40 0,55 45,79 43,64 8.92 12,16 8.71 1168 8.38 8.71 It P WALL Roof 9 30.19 8:90 1.000 0 087 0,90 8.67 8.98 3,25 1,40 0,74 144 0.80 0.80 13 9 20,00 8.90 1A90 079 0.56 25.25 23.55 6,50 3,74 2.40 3.54 2,26 2.40 17 9 10.00 8.59 1.9AA 7 0.000 040 0,55 45.79 43.64 9,75 6,53 4,54 628 4,37 4.54 Page 1 ,AnderscnChase Ilk A STRUCTURAL ENGINEERING CORPORATION 552 1 - SUITE B - I OOTH ST SW; LAKEWOOD, WA 98499 PROJECT JOB # SHEET 4 of 212 OF. DESIGNED DATE CHECKED DATE. A. _ T 11`11 I 1 1 {. L_ .3��,, E I� i, I1,. ,�i_,� 4. i ...ri Tlp 4 I i —, LL I {_ i T..-- �...r�-T � r , 1 i ! ; T I i i J1. I H- 5521 1 00th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 An�derscnChase fg�r 2 Street 3to 5ulec 6 /at Lck— od, WA 98599 x�3•2t :a3ro 115 of 212 Job # 15 033 Sheet: Designer TLC Date: ##### Checked. Date: Project: Yelm Creek Apartments Unit A: T2 Typ 0.5 (it) holdown dist from end Roof: W1 Wind (ASD): 2.377 kips 125 #/ft Seismic (ASD): 1.584 kips 83 #/ft P-J 9 ft ft 19 ft Oft Oft Oft Oft Oft Oft Oft Oft 19 h /bs= 0.474 W1 h /b,= 0.474 W2 DL w (plf) = 0.6MR ( # -ft) = DL w (plf) = 0.6MR ( # -ft) = 120 12996 0 0 0 0 0 0 0 0 Mot (# -ft) = Mat ( # -ft) = W E 21390 14253 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W C 0 0 W E 0 0 F( #) = F( #) =1 454 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5THD14 No HD 3rd Floor: W1 Wind (ASD): 1.482 kips 203 #/ft Seismic(ASO): 1.51 kips 163 0/ft F + 9 ft L. L.-! 19 ft Oft Oft Oft Oft Oft Oft Oft Oft 19 h /bs= 0.474 W1 DL w (plf) = 0.6MR ( # -ft) = 110 11913 0 0 0 0 0 0 0 0 Mot (#-ft) = W E 34728 27841 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F(#) =l 1687 929 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 2nd Floor: W2 Wind (ASD): 1.458 kips 280 #/ft Seismic (ASD): 0.756 kips 203 #/ft P-J ft 19ft oft Oft Oft Oft Oft _- Oft oft Oft 19 h /b,= 0.474 W2 DL w (plf) = 0.6MR ( # -ft) = 110 11913 0 0 0 0 0 0 0 0 Mot (# -ft) = W E 47853 34648 W 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 3630 2158 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5THD14 AnderscnChase A. STRUCTURAL EF uCORPORATION 55,p a1, sir ce sw, Marc 8 sit tukewond, WA 88499 :53.2124jro 116 of 212 Job # 15 033 Sheet: Designe(TLC Date: ##### Checked: Date: Project: Yelm Creek Apartments Unit A: T2 end unit stair side 0.5 (h) holdown dist from end Roof: W1 Wind (ASD): 2.697 kips 77 #/ft Seismic(ASM 1.52 kips 43 #/ft ii ft 19 ft 16ft Oft Oft Oft Oft Oft Oft Oft 35 h /b,= 0.474 W1 0.563 W1 DL w (plf) - 0.6MR ( # -ft) = 150 16245 150 11520 0 0 0 0 0 0 0 M., ( # -ft) = W E 13175 7428 W E 11094 6255 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) _ -166 -477 -27 -340 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD No HD 3rd Floor: W1 Wind (ASD): 1.682 kips 125 #/ft Seismic (ASO): 1.449 kips 85 #/ft k 9 ft 19 ft 16ft Oft Oft Oft pfi Oft Oft Oft 35 h /b,= 0.474 W1 0.563 W1 DL w (plf) = 0.6MR ( #-ft) = 110 11913 110 8448 0 0 0 0 0 0 0 Mal ( # -ft) - F( #) = W E 21390 14510 346 -336 W E 18013 12219 590 -96 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W 0 0 0 0 No HD No HD 2nd Floor: W1 Wind (ASD): 1.655 kips 172 #/ft Seismic (ASD): 0.726 kips 106 #/ft ii ft 19 ft 16ft Oft Oft Oft Oft Oft Oft Oft 35 h /b,= 0.474 W1 0.563 W1 DL w (plf) = 0.6MR ( # -ft) = 110 11913 110 8448 0 0 0 0 0 0 0 M, ( # -ft) = W E 29474 18058 W E 24820 15206 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 1296 -4 1646 340 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STHDS ISTHD8 A�nde tAnC19-ase s52r >ou^ Street Sw, Sukc a /M rnkv-oad, WA 9x499 i53•2ua310 117 of 212 Job # 15 033 Sheet. Designer TLC Date: ##### Checked. Date: Project: Yelm Creek Apanments Unit A: Unit AA Back to Back 0.5 I W holdown dist from end Roof: W1 Wind (ASD): 3.291 kips 89 #/ft Seismic (ASD): 2.193 kips 59 #/ft I to �t 9 ft 37 ft Oft Oft Oft Oft Oft Oft Oft Oft 37 h /bs= 0.243 W1 37 ft Oft Oft Oft Oft Oft Oft DL w (plf) = 0.6MR ( # -ft) = 120 49284 0 0 0 0 0 0 0 0 Mat ( # -ft) = W E 29617 19735 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 0 W E 0 0 0 0 F (# _ -539 -810 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD 3rd Floor: Wl Wind (ASD): 2.052 kips 144 #/ft Seismic (ASD): 2.09 kips 116 #/ft F_ ft 37 ft Oft Oft Oft Oft Oft Oft Oft Oft 37 h /b,= 0.243 W1 DL w (plf) = 0.61VIR ( # -ft) = 110 45177 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 48085 39549 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F(#)=[ -459 -991 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD 2nd Floor: Wl Wind (ASD): 2.019 kips 199 #/ft Seismic (ASM 1.047 kips 144 Oft I �t I ft 37 ft Oft Oft Oft Oft Oft Oft Oft Oft 37 h /b,= 0.243 Wl DL w (plf) = 0.6MR ( # -ft) = Mot ( # -ft) = F (_ #) = 110 45177 W E 66258 47974 118 -915 0 W E 0 0 0 0 0 W F 0 0 0 0 0 W E 0 0 0 0 0 W E 0 ❑ 0 0 0 W E 0 0 0 0 0 W E 0 0 0 0 0 W E 0 0 0 0 0 W E 0 0 0 0 No HD `, Z � ALIGN TRUSS AS -- DRAG STRUT W/ 150 PLF CAPACITY 4 4 ROOF AT 2ND. FLOOR BEL U>o�dt A gD (OVER 3RD. PLR WALLS) "M.Wel 118 of 212 9 Kj Anderson &hase %.)i r"- Street SW, S�ltc a /Ok Leke-ood, WA ga999 253 212 -1310 119 of 212 Job # 15 033 Sheet: Designec TLC Date: ##### Checked. Date: Project: Yelm Creek Apartments Unit A: T1 end 0.5 [ftl holdown dist from end Roof: W1 Wind (ASD): 1.645 kips 73 #/ft Seismic (ASM 1.096 kips 49 #/ft rt �' IJ 9 ft ft 22.5 ft Oft oft Oft Oft oft oft Oft Of[ 22.5 h /b,= 0.4 W1 Oft Oft oft oft Oft Oft 22.5 h /bs= 0.4 W1 DL w (plf) = 0.6MR ( # -ft) = 120 18225 0 0 0 0 0 0 0 0 110 16706 M, ( # -ft) = W E 14609 9867 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 33129 23987 F( #1 = -155 -380 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 925 68 0 0 No HD 0 0 0 0 0 0 0 0 0 0 0 0 No HD 3rd Floor: Wl Wind (ASI}): 1.026 kips 119 #/ft Seismic (ASO): 1.045 kips 95 #jft I I L 9 ft L 22.5 ft Oft Oft Oft Qf[ Oft Oft Oft Oft 22.5 h /b,= 0.4 W1 DL w (plf) = 0.6MR ( # -ft) = 110 16706 0 0 0 0 0 0 0 0 Mop ( # -ft) = W E 24042 19274 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 178 -263 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD 2nd Floor: Wl Wind (ASD): 1.01 kips 164 #/ft Seismic (ASD): 0.524 kips 118 #/ft rt �' IJ 9 ft 22.5 ft Oft Oft Oft Oft oft oft Oft Oft 22.5 h /bs= 0.4 W1 DL w (plf) = 0.6MR ( # -ft) = 110 16706 0 0 0 0 0 0 0 0 Mar ( # -ft) = W E 33129 23987 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 925 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD A Anderen Chase C r otNRI , TpRrRRATION 5522 Tooth Street SW, Suite t3 Ek Lakewood, WA 98999 233•112.2310 Project: Yelm Creek Apartments Unit A: L3 120 of 212 Job # 15 033 Sheet. Designer TLC Date: # Checked: Date: 0.5 [ft) holdown dist from end Roof: W1 Wind (ASD): 0.566 kips 98 #/ft Seismic (ASD): 0.572 kips 99 #/ft 1, !, r- - -- 9 ft 2.75ft 2.75 ft aft Oft Oft pit Oft Oft Oft Oft Oft 5.75 h /b,= 3.273 W1 3 W1 D w (plf) = U.6 ( # -ft) = 220 499 DL w (plf) = 0.6MR ( # -ft) = 150 340 150 405 0 0 0 0 0 0 0 W E 5447 5837 M., ( # -ft) = W E 2435 2461 W E 2656 2685 W C 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 4665 5186 F( #) = 931 943 1 900 912 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 HDU 8 No HD No HD �rd Floor: W1 Wind (ASD): 0.353 kips 160 #/ft — — Seismic (ASD): 0,522 kip 190 -• #Ffr l -- 9 ft 2.75ft 3 ft Oft Oft Oft Oft Oft Oft Oft 5.75 h /b,= DL w (plf) = 3.273 W2 220 3 W2 220 ! 6MR ( # -ft) = 499 W E 594 W E 0 W 0 E W E 0 W E 0 W E 0 W E 0 W E M., ( # -ft) = F( #)= 3953 4709 2466 2813 4312 5137 2388 2729 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST48 MST48 2nd Floor: W1 Wind (ASD): 0.347 kips 220 #/ft Seismic (ASD): 0.262 kips 236 #/ft ft 2.75ft aft Oft Oft Oft Oft Oft Oft Ofr 5.75 h /b,= 3.273 W3 3 W2 D w (plf) = U.6 ( # -ft) = 220 499 220 594 0 0 0 0 0 0 I 0 = W E 5447 5837 W E 5942 6368 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W p F; #)» 4665 5186 4527 5 0 HDU 8 A�ndersanCftase R raucrur+n� EnGine[s7ino Gv�arroannor+ $52; ;aa+ strcc! 5W. 5ukc a takewoo4. WA 98499 25PIT2,3310 121 of 212 Job # 15 033 Sheet., Designer TLC Date: ##### Checked. Date: Project: Yelm Creek Apanmenls Unit A: Ll C �,�rCV 0.5 (it) holdown dist from end Roof: W1 Wind (ASD): 0.566 kips 98 #/ft Seismic (ASD): 0.572 kips 99 #/ft 9 ft 9 ft 2.75 ft aft Oft Oft Oft Ott Oft Oft Oft 5.75 h /b,= 3.273 W1 3 Wl 3.273 W3 �1 V DL w (plf) = 0.6MR ( # -ft) = 150 340 405 r0� 0 0 0 0 0 0 0 Mop ( # -ft) = F 1# = W E 2435 461 1 943 E 2656 2685 900 912 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W [. 0 0 0 0 W E 0 0 W E 0 0 Preforated See attached calculation F( #)= 4665 5186 4527 5039 0 0 0 0 0 0 0 0 0 0 3rd Floor: W1 Wind (ASD): 0.353 kips 160 #/ft Seismic (ASR): 0,522 kips 190 p /ft Preforated See attached calculation 9 ft 2.75 ft aft Oft Oft Oft Oft 0 {t Oft Oft 5.75 h /bs= 3.273 W2 3 W2 DL w (plf) = 0.6 MR ( # -ft) = 220 499 220 594 0 0 0 0 0 0 0 M, ( #-ft) = W E 3953 4709 W E 4312 5137 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 FI #)= 2466 2813 2388 2729 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preforated See attached calculation 2nd Floor: W1 Wind (ASD): 0.347 kips 220 #/ft Seismic (ASD): 0.262 kips 236 #/ft 9 ft 2.75 ft aft Oft Oft Oft Oft Oft Oft i Oft 5.75 h/b = 3.273 W3 3 W2 DL w (plf) = 0.6MR ( # -ft) = 220 499 220 594 0 0 0 0 0 0 0 Mar ( # -ft) = W E 5447 5837 W E 5942 6368 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #)= 4665 5186 4527 5039 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preforated See attached calculation AndersonChase, Inc Sheet of a structural engineering corporation Designed f 212 5521 100th St. SW Suite B Date: Lakewood, WA 98499 253 -212 2310 (office) Project: Job #: Perforated Shearwall Calculation Location: Unit A: L1 - 1st floor W Desigination IF P= 1.357 Kips 90 190 236 plf -0.01 b= 10.75 bi bo b2 .75 5.00 3.O1 0.3� 0.34 W2 0.33 0.36 W2 80 W2 0.33 0.36 0.8 W2 0.89 1 36 hl= 100 ho 500 h= 900 h2= 300 Shear nailing for transfer 295 PLF 0.30 W2 0.30 --0.03 -0.03 - -0.01 236 PLF 0.65 0.30 0.33 0.71 1.18 236 PLF 1.18 1.18 ? 236 PLF 1.18 W2 0 >< W2 1 ' 0.30 1 36 0.33 -0.03 236 PLF -0.03 -0.03 ~ -0.03 0.89 Shear Nailing for Transfer 0.89 295 PLF W2 1 1.36 1.14 OK 1.14 OK AndersonChase, Inc a structural engineering corporation 5521 100th St. SW, Suite B Lakewood, WA 98499 253 -212 2310 (office) Project: Job #: Perforated Shearwall Calculation Location: Unit A: L1 - 2nd floor W Desigination v -0.01 P= 1 0925 Kips 190 plf b= 10.75 bt bo bz .75 5.00 3.O1 Q,24�0.24 W2 0.27 0.29 W1 64 W1 y 0.27 _ 0.29 r 0.7'1 - W2 0.71 1.09 ht= 1.00 ha= 5.00 h= 9.00 hZ= 300 Shear nailing for transfer 238 PLF 0.24 W2 * 0.24 --0.02 -0.03- Y., Sheet of DesignegAyof,,, Date: -0.01 190 PLF 0.52 0.24 0.27 0.57 0.95 + 190 PLF 0.95 0.95 190 PLF 0.95 W1 0 W1 0.24 1.09 0.27 -0.03 190 PLF -0.03 -0.02 -0.03 0.71 Shear Nailing for Transfer 0.71 238 PLF W2 109 0.91 OK 1 0.91 OK AndersonChase, Inc Sheet of a structural engineering corporation Designey2oy -.f zv 5521 100th St. SW, Suite B Date: Lakewood, WA 98499 253 -212 2310 (office) Proiect: Job #: Perforated Shearwall Calculation Location: Unit A: L1 - 3rd floor W Desigination v P= 0.5175 Kips 90 plf 111101 b= 10.75 b, ba bz .75 5.00 3.0 0.1 0.11 W1 0.13 0,14 W1 .30 W1 0.13 0.3 0.14 W1 0.34 0.52 ht= 1.00 ho= 5.00 h= 9.00 hZ= 300 Shear nailing for transfer 113 PLF 0.11 W1 0.11 --0.01 -0.01 - 0.25 0.12 0.13 0.27 0.45 90 PLF 0.45 0.45 90 PLF 0.45 W1 0 W1 012 0.52 0.13 -0.01 i -0.01 -001 ` 0.34 Shear Nailing for Transfer 0.34 113 PLF W1 -0.01 052 0.43 IOK 1 0.43 OK 90 PLF 90 PLF Unit A: Perforated Shear wall LS Holddowns Roof 0.572 k 2.75 5 3rd Floor 2nd Floor 0.522 k 2.75 5 0.262 k 2.75 5 0.5 ft dead 150 plf 3 L1 (revised) dead 220 plf 3 dead 220 plf 3 i 9 0.83 125 of 212 Mot = 5.145824 k -ft Mr= 8.667188 k -ft F- - 0.005316 k No Holdown Mot = 15.46549 k -ft 9 Mr= 21.37906 k -ft F= 0.257371 k No Holdown 0.83 Mot = 28.57882 k -ft Mr= 34.09094 k -ft 9 F= 0.818977 k N"Wdi wn A gge"!LpI Lase 5511 suu• sTrMt 5W, sills e /Ok r.rtkc -god WA 99499 z53.11k•a3ry 126 of 212 Job # 15 033 Sheet. Designer TLC Date: ##### Checked. Date: Project. Yelm Creek Apartments Unit A: L2 0.5 {ft) holdown dist from end Roof: W3 Wind (ASD): 1.065 kips 118 #/ft Seismic (ASD): 1.077 kips 120 #/ft W2 F L 9 ft 9 f Oft Oft Oft Oft Oft Oft Oft Oft 9 h /b,= 1 W1 DL w (plf) = 0.6MR ( # -ft) = 165 4010 0 0 0 0 0 0 0 0 ft Mop ( # -ft) = F( #) = W E 9589 9693 656 669 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 Oft Oft no HD 9 h /b,= 1 W2 3rd Floor: W1 Wind (ASD): 0.664 kips 192 # /ft Seismic(ASDI: 0.984 kips 229 #/ft DL w (plf) = 260 i 0.6MR ( # -ft) = 6318 0 9 ft 0 9 f Oft Oft Oft Oft Oft Oft W E Oft W E W E Oft W E 9 h /b,= 1 Wl Mot (# -ft) = 21453 22992 0 0 0 0 0 0 0 0 0 0 0 0 DL w (plf) = 0.61VIR ( # -ft) = 260 6318 0 0 0 0 0 0 0 0 0 0 M., ( # -ft) = F( #) = W E 15569 18545 1745 2107 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 I MST37 2nd Floor: Wind (ASD): 0.654 kips 265 #/ft W2 Seismic (ASD): 0.494 kips 284 #/ft I` ft 9 f Oft Oft Oft Oft Oft Oft Oft Oft 9 h /b,= 1 W2 DL w (plf) = 260 0.6MR ( # -ft) = 6318 0 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E Mot (# -ft) = 21453 22992 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F( #) = 3525 4069 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HDU 5 or STHD14 I I 1 A�nde�sonChase 55a, peer" Street SW, Suite a Lnkewund, WA 94" Ek .153•rtx -z ;io 127 of 212 Job # 15 033 Sheet: Designee TLC Date: ##### Checked: Date: Project: Yelm Creek Apartments Unit A: L3 0.5 ifti holdown dist from end Roof: W1 Wind (ASD): 0.763 kips 153 #/ft Seismic (ASD): 0.771 kips 154 #/ft ! f � ft 9 ft 5ft Oft Oft L- Oft Oft Oft Oft Oft Oft 5 h /b,= 1.8 W1 h /b,= 1.8 W3 DL w (plf) = 0.6MR ( # -ft) = 120 900 0 0 0 0 0 0 0 0 0 Mot ( #-ft) = W E 6866 6941 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 1326 1342 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 HDU8 3rd Floor: W2 Wind (ASO): 0.476 kips 248 #/ft Seismic (ASD): 0.704 kips 295 #/ft I 9 ft 5 f Oft Oft Oft Oft Oft L__ Oft Oft Oft 5 h /b,= 1.8 W2 DL w (plf) = 0.6MR ( # -ft) = 228 1710 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E Mot ( # -ft) = F( #) = 11148 13279 3423 3913 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST48 2nd Floor: W3 Wind (ASD): 0.468 kips 341 #/ft Seismic (ASDI: 0.354 kips 366 #./ft f � 9 ft 5 f Oft Oft Ofl Oft Oft oft Ofr Oft 5 h /b,= 1.8 W3 DL w (plf) = 0.6MR ( # -ft) = 228 1710 0 0 0 0 0 0 0 0 Mai ( # -ft) = W E 15362 16463 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 6457 7192 0 0 ❑ 0 0 ❑ 0 ❑ 0 ❑ 0 0 0 0 0 0 HDU8 AndersonChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT yr'Lj*'-' C 6LJTw Aft UNIT to Drs ► U3 128 of 212 JOB # SHEET_ _ OF DESIGNED DATE CHECKED DATE F o m O N c-r A P l of Ph #%^ 4?-1 , 7^%c -G 'TH ti- w o n s-r PAP-7 A5 S H owti! . f" Cr^Al 104 P W % w .D Cie V r. 'Z ifs 2i• V-rmovvi = z vtc,4 /z*ii' = G 3 rx, F- V L.014e., z,�Ip �I�z��l� }� 4 $ ry �] dL'�.Gkles CiY ( ry -,D rYi4 (_VA 0 K9 LIB irc I<. .AnderscnChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT 129 of 212 JOB # SHEET OF DESIGNED DATE CHECKED DATE of CA 330 " iol x1.33 L Pz*%- Nvs -rAj Vre I - -tj A%LS 10 MrL rjClrrt.i (4AiL S 1 N b rr Lant(� sPyG °rLC({ F t.*,b A. b »pHmAdoJ -PVs i doJ 13E-CAV5G F soar, D to PHm-wta ds-.% HAS 5MALLGM ),A -T"At 13 L clt i�3 i& T, t7-ra-.P A V Sr. S WA%L s t),$ 4.'—t." WALE, 130 of 212 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: i� Lateral Structural Calculations (Unit B) An[iersenClIdSe Sheet _1_of A Structural Engineering Corporation Date: 8/1/2008 5521 - Suite B - tooth St SW; Lakewood, WA 98499 Design By: YHW t, D ' 261-111 1z 4 UA B (OVER 31RD FLOOR WALLS) 131 of 212 „N 26' -I" sp O m 1-7 - 13 of 212 SEAM 3" IN SEE PARTIAL r 10 SET BEAM 3" IN I FACE OF PLAN ABOVE WALL � 5500 FROM FACT= OF WALL FOR SNEARWALL I` -Li SIDING— AT PARTYWALL i ' FOR FLUSH SIDING P.T. 6x6 POST CONDITION i 2x10 a F... 6x12 16" O.C. P.T. 6x12 P.T. 6x6 POST NQ f2r1x10 MMO _ M F3!-� _ " 4x(0 n r2 �.... Q O 8= x Lu 4x10 FF. • r PLUMBING — -� - - - @ PLUMBING FIXTURES - FIXTURES ([;; ABOVE + o 7L )7< ABOVE Wf 2,16 1)2x10 55� III - - -- 2)2x10 (2)2x10 I p (2)2x10 gc�00 O i I O W1 x'g 6 `fl r ra50@ 5500 X00 1 ul* H (OVER 1St FLOOR WALLS) 'rLOOK 11 '13 C] SEE PARTIAL 2 1(d SET BEAM 3" IN PLAN ABOVE FROM PACE OF WALL `'FOR SHEARWALL { FOR FLUSH SIDING AT PARTYWALL 2x10 m ' CONDITION { I6" O.C. P.T. &x12 -F.T. 6x6 POST T {Ir 1 1' e 3' 1 f. W2 F2 tsnXlm DODEB (OVER IST FLOOR WALLS) L3r 4 r PLUMBING FIXTURES 133 12 D SEE PARTIAL I PLAN ABOVE SE FOR SHEARWALL AT PARTYWALL b CONDITION { C2nxi0 L 1= 1 Z t Z dwr."R FIVOA Floor Framft Plans E J i i PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT B) SHEET OF PROJECT NUMBER: t, ©2 c VER 2.OM 134 of 212 DATE: 12/21/09 DESIGN BY: MGH j ALL BUILDING LATERAL ANALYSIS Wind Method 2 p200 I e 6 IBC NOTE: The longitudinal direction being the longer direction of the completed building comprised ;Zrr, 106 CA-, . of adjacent units. Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT WIND: LONGITUDINAL (85 MPH, Exp "B" Per IBC) VR = 13.21 PSF [14.5' *52']/4 = 2490 Ibs VF3 = 12.57 PSF[9.5' *52']/4 = 1552 Ibs VF2 = 11.75 PSF[10' *52']/4 = 1528 Ibs VF1 = 0 (SOG N /A) 0 Ibs TRANSVERSE - (85 MPH, Exp "B" Per IBC) VR = 13.21 PSF [14.5' *26'] = 4980 Ibs VF3 = 12.57 PSF [9.5' *26'] 3105 Ibs VF2 =11.75 PSF(10' *26') = 3055 Ibs VF1 = 0 (SOG N /A) 0 Ibs cuTcnaTr. *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL /BRICK LEVEL AREA LOAD LONG TRANS. LONG TRANS. LONG TRANS. (FT "2) (PSF) (KIPS) I (KIPS) (KIPS) (RIPS) (KIPS) (KIPS) ROOF 1283 15.0 2.970 4.680 0.000 0.000 2.970 4.680 L3 Roof 2nd perpen wall ht = 9 FT L1 wall length tran perpen. = 0 ft 1 st perpen wall ht = 9 FT L3 Floor 1182 20.0 5.940 9.360 0.000 0.000 5.940 9.360 L2 Roof L2 Floor 1182 20.0 5.940 9.360 0.000 0.000 5.940 9.360 *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht = 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht = 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht = 9 FT L1 wall length tran perpen. = 0 ft 1 st perpen wall ht = 9 FT I 135 of 212 Shw_HD Calcs (IBC)_Unit B_BLDG C _Long Trans Wall.xls PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT B) SHEET OF PROJECT NUMBER: VER (3/28/00) 12/21/09 DESIGN BY: YHW Page 1 MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND LOAD @ FLOORS Long Tran L1 LB/FT Roof L1 12.0 240 LB/FT 0.57 0,47 0.57 0,47 47 39 Roof 2490.1 4980.2 LB/FT L3 L1 UNIT LATERAL ANALYSIS 0.19 L3 1552.4 3104.8 LB/FT / 1.08 0.76 63 90 179 L2 1527.5 3055,0 LB/FT 12.0 222 0.19 0.25 0.29 1.33 SEISMIC COEF. PER ASCE-7 9,5.5,2 (ASD =Eh/1 4) 0.0871 87 111 221 R140 1 r - Ab (ft ^2) ground floor area including projections 1182 L2 SEISMIC FORCES: 0.0871 WALL DIRECTION (LONG OR TRAN) LONG NUMBER OF STORIES (1 -5) 3 Roof L2 9,0 494 DIAPHRAGM PERPENDICULAR 1.17 0,96 SEISMIC FORCES WIND FORCES 130 LENGTH UNIT RF /FLR WALL-- WEIGHT L2 WT HT LONG TRAN LONG TRAN 0.60 LONG TRANS WT WT LONG TRAN HT LONG TRAN V /FL V/FL V/FL V/FL LEVEL FT (FT) AREA (PSF) (KIPS) (KIPS) (FT) ( # -FT) (# -FT) (KIPS) (KIPS) (KIPS) (KIPS) 303 239 303 607 Roof l 1 1283 15.0 19.24 2.97 4.68 30 666.23 717.53 3.29 2.49 4.98 L3 1 1 1182 20.0 23.64 5.94 9.36 20 591.60 660,00 3,03 1.55 3.10 L2 ! C 1182 20,0 23.64 5.94 9.36 10 295.80 330.00 F2.70 1,51 1.53 3,06 TOTAL WT => 81.37 89.92 KIPS 1553.63 1707.53 7.83 5.57 1114 548 TOTAL V => 7.09 7.83 KIPS 1.30 1.06 �� v A'tj� NOTE: PERPENDICULAR WALL WT INCLUDES BRICK DEAD LOAD, T00, 288 L3 L3 PAIA6"9 +l y ,43 LOADS TO WALLS IN LONGITUDINAL DIRECTION 0.66 UNIT LATERAL ANALYSIS 1.73 272 192 272 545 L2 L3 GOY _ _ 2-SEIS. 505 0.43 ADDED ADDED BASE BASE SEIS WIND 264 WALL WALL SEIS, WIND SEIS, WIND SETS. WIND SHEAR SHEAR ID LENGTH AREA LENGTH Fi Fi Fi Fi SEIS. WIND. [lll 9A-It !!H tvincl [[CineS 1xi.0. Wml wtiasl [Kiml PLF PLF PLF PLF Page 1 L1 L1 Roof L1 12.0 240 0.19 0.57 0,47 0.57 0,47 47 39 47 95 L3 L1 12.0 222 0.19 0,51 0,29 / 1.08 0.76 63 90 179 L2 L1 12.0 222 0.19 0.25 0.29 1.33 1.04 !11 87 111 221 r - L2 L2 Roof L2 9,0 494 0,39 1.17 1.17 0,96 130 107 130 260 L3 L2 9.0 456 0.39 1,04 0.60 2.21 1,56 246 173 246 491 L2 L2 9.0 456 0.39 0.52 059 2.73 2.15 303 239 303 607 L3 L3 Roof L3 9.0 548 0_ 1.30 1.06 1.30 1.06 144 118 144 288 L3 L3 9.0 505 ,43 1.15 0.66 2.45 1.73 272 192 272 545 L2 L3 9,0 505 0.43 0.58 0.65 3.03 2.38 336 264 336 673 Page 1 OMEGA 2A 0.741 ShW HD Calcs (IBCLUnil B_BLDG C _Long Trans Wall.xls Includes ved seismic of 0.2SDS times Dead loads 136 of 212 1101,1E DOWN CALCULATIONS LONGrMDINAL DIRECTION UNIT LATERAL ANALYSIS 30.00 D +E )- 74•D +: D +E I667"D +W TOTAL WALL % 142 TOTAL TOTAL wimio wimmIG Wlad Wind GoW kmg WALL LVL WALL HEIGHT OTL FORCE W W P P vi Fi MOT MOT DL LL C T C 7 T LINE LENGTH OTANAL RATIO DL LL DL LL SEIS WINO SEIS WIND MR MR 2.03 2,46 1.04 2 04 VTI IFTJ (FTJ KLF KLF KIPS KIPS KIPS 9W8 K -FT K -FT 441 K -FT KIPS KIPS KIPS KIPS KIPS Page 1 Roof 12 30.00 2.50 0.250 0,421 0 -14 Al, % 142 1,17 1.32 1.30 0,18 099 0,12 0,19 L3 12 20.00 2.50 0.250 0.230 0- 11 4,11 3,06 2.03 2,46 1.04 2 04 0 68 1.04 1,2 12 10.00 2.50 0.250 0,230 f {� 007 744 5,67 275 4 -08 2.16 337 1,54 2.16 L3 4` Wap Rw 9 J0.110 3,50 "4 0.421 0,58 FU6 0,47 5,77 4,73 2.58 2,38 1,10 2,09 0,86 1,10 U 9 20.00 3m O,A 4 0.230 0.51 029 16.66 1240 3.99 5,90 3.92 4,68 2.78 3.92 1,.2 9 1006 An 0.414 CUD 0.29 30.11 22 -97 5,40 10.15 7.46 8,11 5.54 7,46 L2 9' WALL Roof 9 30.00 8.50 1.000 0090 1,17 0.96 11,71 9,60 3,25 1,76 1,09 1,51 0,87 1.09 L3 9 20.00 8.50 1.000 0.090 1,04 0,60 33,83 25.18 6,50 4,74 3.41 3,73 2.45 3.41 L2 9 1000 940 I'M Dina 0,52 0,59 61.14 4665 975 834 6.34 6 64 4.72 6.34 Page 1 AnderscnChase JOB # SHEETS of 212 OF /lk A STRUCTURAL ENGINEERING CORPORATION 5521 - SUITE B - I OOTH ST SW; LAKEWOOD, WA 98499 DESIGNED DATE PROJECT CHECKED DATE t Ft-1 TL LWj } 3} j L } I II 777 1-7=7 tj I l i i _i...i I y ,� '� .j `.. I I! I I � i i 1 _•L!_.1 i� 11 f .� I I I 1 J� -i A LH I,. �H iJ LL- L - 1_ F i i tf - -. _� � . 1 -. I_, i � 1• ; t I t 1 � _ _ 1. �. •: _ I 1 -j i i , i"_i . _' I i I I -- � r LL AM - _ .. _ -74 t I 1 I i 5521 100th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 G(TIIA 5521 wn• StrEVE SW, Suite 6 /Nk Lakewood, WA 98499 253-2r2 -2pa Project: Yelm Creek Unit B: T2 Typ 138 of 212 Job # 15 033 Sheet: Designec TLC Date: ##### Checked. Date: 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 2.881 kips 144 #/ft Seismic (ASD): 1.995 kips 100 #/ft r 7 r I I j h 20 ft ! Oft L Oft Oft Oft Oft Oft Oft Oft 20 h /b,= 0.45 W1 DL w (plf) = 0.6MR ( # -ft) = 120 14400 0 0 D: 0 0 ❑ 0 0 Mai ( # -ft) = W E 25925 17955 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 591 182 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD 3rd Floor: W1 Wind (ASD): 1.796 kips 234 # /ft Seismic (ASD). 1.837 kips 192 4/ft 1 ft 20 ft Oft oft oft Oft Oft Oft 0 f Oft 20 h /b,= 0.45 W1 DL w (plf) = 0.61VIR ( # -ft) = 110 13200 0 0 0 0 0 0 0 0 M., ( # -ft) = W E 42090 34489 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 2073 1274 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 2nd Floor: W2 Wind (ASD): 1.767 kips 322 #/ft Seismic (ASD): 0.915 kips 237 #./ft 9 ft 20 ft Oft Oft Oft Oft Oft Oft Oft Oft 20 h /b,= 0.45 W2 DL w (plf) = 0.6MR ( # -ft) = 110 13200 0 0 0 0 0 0 0 0 M., ( # -ft) = W E 57994 42725 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 4370 2788 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HDUS /Ek A�nde�so�n�hase 5513 too- st,mc sw. Suite a Laker 004 WA 98999 x$- v2agio Project: Yelm Creek Apartments Unit B: T1 BB 139 of 212 Job # 15 033 Sheet: Designec TLC Date: ##### Checked: Date: 0.5 (ft} holdown dist from end Roof: W1 Wind (ASD): 4.199 kips 105 #/ft Seismic (ASDI: 2.908 kips 73 #/ft 1I 1 ! i� 9 ft 40 ft Oft Oft Oft Oft Oft Oft Oft Oft 40 h /b,= 0.225 W3 DL w (plf) = 0.6MR ( #-ft) = 120 57600 0 0 0 0 0 0 0 0 M., ( # -ft) = F( #) = W E 37769 26172 -502 -796 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 F( #1 = No HD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3rd Floor: W1 Wind (ASO)! 2.618 kips 170 h/It Selsmlc(ASO): 2.678 kips 140 # /It ft 40 ft Oft Oft oft Oft oft Oft Oft Oft 40 h /b,= 0.225 W1 DL w (plf) = 0.6MR ( # -ft) = 110 52800 0 0 0 0 0 0 0 0 Mo, ( # -ft) = F(#) =l W E 61351 50272 -285 -860 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 1 0 0 W E 0 0 0 0 W E 0 0 0 0 No HD 2nd Floor: W1 Wind (ASD): 2.576 kips 235 #/ft Seismic (ASDI: 1.334 kips 173 #/ft 1I 1 ! i� 9 ft 40 ft Oft Oft Oft Oft Oft Oft 0Il Oft 40 h /b,= 0.225 W1 DL w (plf) = 0.6MR ( # -ft) = 110 52800 0 0 0 0 0 0 0 0 M., ( # -ft) = W E 84533 62277 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #1 = 518 -620 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD AndersnnChase A 3TP4V(;IVRA4 ENQIN£ERIMa FU-OH TION 552 r l u d• Street 5 W, Sulte H idkaYtlOd, WA 98{99 j5j•]t]•7j10 140 of 212 Job # 15 033 Sheet. Designee TLC Date: ##### Checked. Date: Project: Yelm Creek Apartments Unit B: T1 BA 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 3.079 kips 83 #/ft Seismic (ASD): 2.444 kips 66 #./ft MD �I E I D E I L__ { 9 ft 37 ft 37 ft Oft Oft Oft Oft Oft Oft Oft Oft Oft 37 h /b,= 0.243 W1 DL w (plf) = 0.6MR ( # -ft) = 110 45177 DL w (plf) = 0.6MR ( # -ft) = 120 49284 0 0 0 0 0 0 0 0 W E 61986 58179 Mot ( # -ft) = W E 27709 21996 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 -136 -473 F( #) = -591 -748 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 No HD No HD 3rd Floor: W1 Wind (ASD): 1.92 kips 135 #/ft Seismic (A5D): 2.243 kips 127 9/ft IL 9 ft 37 ft Oft Oft 0 f Oft Oft Oft 0ft Oft 37 h /b,= 0.243 W1 DL w (plf) = 0.61VIR ( # -ft) = 110 45177 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 44987 42183 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) _ -596 -830 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD 2nd Floor: W1 Wind (ASD): 1.889 kips 186 #/ft Seismic (ASD): 1.777 kips 175 #/ft L E I D E I L__ ft 37 ft Oft Oft Oft Oft Oft Oft t? f1 Oft 37 h /bs= 0.243 W1 DL w (plf) = 0.6MR ( # -ft) = 110 45177 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 61986 58179 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) _ -136 -473 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD r♦ N1 o l� 1 Ull ►� k Unit H► (End Cond. 141 of 212 142 of 212 A",ft OEf Job # 15 033 Sheet: �nCRs ON 55 ,)1 lea" serene sw, supra /Ik take -*od. WA 98499 Designet TLC Date: #aY### +53-212 -2$I0 Checked. Date: Project: Yelm Creek Apartments Unit B: T1 end 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 2.099 kips 97 #/ft Seismic (ASD): 1.454 kips 67 #/ft :{ 'I ft 8.25 ft 13.Sft Oft Oft Oft Oft Oft Oft Oft 21.75 h /b,= 1.091 Wl 0.667 W1 DL w (plf) - O.61VIR ( # -ft) = 120 2450 120 6561 0 0 0 0 0 0 0 M. ( # -ft) - W E 7167 4964 W E 11728 8122 W E 0 a W E 0 0 W E 0 0 W E 0 0 W E 0 0 W C 0 0 W E 0 0 F( #1= 609 324 397 120 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD No HD 3rd Floor: W1 Wind (ASD): 1.309 kips 157 #/ft Seismic(ASO), 1.339 kips 128 #/ft r- ft 8.25 ft 13.Sft Oft Oft Oft Oft Oft Oft Oft 21.75 h /b,= 1.091 W1 0.667 W1 DL w (plf) = O.6MR ( # -ft) = 110 2246 110 6014 0 0 0 0 0 0 0 Mat ( # -ft) = W E 11636 9534 W E 19040 15602 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E [1 0 F M= 1820 1265 1399 858 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 MST37 2nd Floor: W1 Wind (ASD): 1.288 kips 216 #/ft Seismic (ASD): 0.667 kips 159 #/ft :{ ft 8,25 ft 13.Sft Oft Oft Oft Oft Oft Oft Oft 21.75 h /b,= 1.091 Wl 0.667 W1 DL w (plf) - O.6MR ( # -ft) a 110 2246 110 6014 0 0 0 0 0 0 0 Mat ( # -ft) - W E 16032 11811 W E 26234 19327 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #)= 3599 2499 2955 1882 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STHD14 ISTHDI4 A n�dRAt- lase $51r IQONA Street SW, Suite a LakOwgod. WA 94497 aS3-2tx• .IJro 143 of 212 Job # 15 033 Sheet: Designec TLC Date: ##### Checked: Date: Project: Yelm Creek Apartments Unit B: Ll 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 0.472 kips 39 #/ft Seismic (ASDI: 0.604 kips 50 #-/ft U ! f 9 ft 3ft aft aft aft 0 +t 0 {t 0 ft Oft Oft 12 h /b,= 3 Wl 3 W1 3 Wl 3 Wl DL w (plf) = 0.6MR ( # -ft) = 150 405 150 405 420 1134 420 1134 0 0 0 0 0 Mat (# -ft) = F( #)= W E 1062 1359 263 381 W E 1062 1359 263 381 W E 1062 1359 -29 90 W E 1062 1359 -29 90 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 No HD No HD No HD No HD V 3 ?a> roor^ Wl Wind• {AS[7yt- 0529444s — A n ft Y _� Seismic (ASDI: 0.536 kips 95 #./ft f ft 3ft 3ft aft 3ft Oft Oft Oft Oft Oft 12 h /bs= 3 W1 3 W1 3 W1 3 W1 DL w (plf) = 0.6MR ( # -ft) = 230 621 230 621 215 581 215 581 0 0 0 0 Mat (# ft) = W E 1723 2565 W E 1723 2565 W E 1723 2565 W E 1723 2565 W 0 E 6 0 W E 0 0 W E 0 0 W E 0 0 F( #)= 703 1159 703 1159 428 884 428 8844 0 a 0 0 0 0 0 0 0 0 MST37 I MST37 INo HD No HD 2nd Floor: W1 Wind (ASD): 0.29 kips 88 Seismic{A5p }; 0.268 kips i M /ft '� iLJ 9 ft 3ft 3 3ft 3 ft Oft Oft Oft Oft Oft 12 h /b,= 3 W1 WI 3 Wl 3 W1 DL w (plf) = 0.6MR ( # -ft) = 230 621 30 621 215 581 215 581 0 0 0 0 0 Mot ( #-ft) = F( #)= W E 2375 3168 1405 2178 W E 2375 3168 1 1405 2178 W E 2375 3168 1146 1919 W E 2375 3168 1146 1919 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 STHD10 ISTHD10 ISTHD10 ISTHD10 1 I WEN r 144 of 212 Ande "cnClaase Job # 15 033 Sheet: !i $TYIL,CTL52P1 NstN t5w, ige it +nnoN ;�r tuuu Srnect SW, 499 a I.ukrwarxc, wA y8a99 Designee TLC Date: ##q## �57•:�� -x3ra Checked: Date: Project: Yelm Creek Apartments Unit B: Ll L?WqLr71-,5r2 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 0.472 kips 39 #/ft Seismic (ASD): 0.604 kips 50 #/ft tft D 9 ft ft 3 f 7- aft 3ft Oft Oft Oft Oft Oft 3ft aft 3 Wl 3 W1 Oft Oft Oft Oft Oft 12 h /b,= DL w (plf) = 3 Wl 150 3 W 15 �1 420 Wl 215 581 215 581 0 0 0 0 O.61VIp ( # -ft) = 405 405 1134 1134v 0 0 0 0 0 W E 0 0 0 0 Moe ( # -ft) = F( #)= W E 1062 059 263 1 E 1062 1359 263 381 W E 11167 1351, -29 90 W E 1062 1359 -29 90 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 [ ga5otanacheacatrui oeForaTggTL-8 a Ched-ce3[ul ' 3rd Floor: Wl Wind (ASD): 0.294 kips 64 #/ft Seismic{ASO): 0.536 kips 95 #/ft 9 ft 3 f aft 3 f aft Oft Oft Oft Oft Oft 12 h /b,= 3 W1 3 Wl 3 W1 3 W1 DL w (plf) = O.6MR ( # -ft) = 230 621 230 621 215 581 215 581 0 0 0 0 0 Mor ( # -ft) = F( #)= W E 1723 2565 703 1159 W E 1723 2565 703 1159 W E 1723 2565 428 884 W E 1723 2565 428 884 W E 0 0 0 0 W E 0 0 0 0 W F 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 Preforated See attached calcull Preforated See attached calculation 2nd Floor: WS Wind (ASD): 0.29 kips 88 #/ft Seismic (ASD): 0.268 kips 117 #/ft ft 3 f 3ft aft 3ft Oft Oft Oft Oft Oft 12 h /b,= 3 Wl 3 W1 3 WI 3 Wl DL w (plf) = O.6MR ( # -ft) = 230 621 230 621 215 581 215 581 0 0 0 0 0 Mor ( # -ft) = F M= W E 2375 3168 1405 2178 W E 2375 3168 1405 2178 W E 2375 3168 1146 1919 W E 2375 3168 1146 1919 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 Preforated See attached calcull Preforated See attached calculation j AndersonChase, Inc Sheet of a structural engineering corporation Deslgned4brpf 212 5521 100th St. SW, Suite B Date Lakewood, WA 98499 253 -212 2310 (office) Project Job #: Perforated Shearwall Calculation Location: Unit B: L1 - 1st floor W Desiginatior 7 P= 0.702 Kips 50 95 117 plf b= 11.00 bt bo bZ .00 5 00 3 0 0.15 W7 0.17 0.15 0 17 W1 .38 W1 0.17 0.17 W7 0.4 0.44 070 ■ hl= 1.00 ho 5.00 h= 9.00 hz= 3.00 Shear nailing for transfer 146 PLF 0.15 W1 ► 0.15 -001 -0.01 0.00 117 PLF 035 0.16 0.16 035 0.59 117 PLF 0.59 059 ? 117 PLF 0.59 W1 0 W1 0.16 070 0.16 -001 117 PLF -0.01 -0.01 ■ -0.01 F 044 Shear Nailing for Transfer 0.44 146 PLF W1 0.70 0.57 IOK 1 0.57 OK AndersonChase, Inc Sheet of a structural engineering corporation Deslgnedl4byrf 212 5521 100th St. SW Suite B Date: Lakewood, WA 98499 253 -212 2310 (office) Project: Job #: Perforated Shearwall Calculation Location: Unit B: L1 - 2nd floor W Desigination v P= 0 5463 Kips 95 plf b= 10.75 bi bo bz 75 5.00 3.0 0.1� 0.12 W1 0.13 0.15 W1 .32 W1 0.13 0.15 W1 0.3 0.36 055 ht= 100 ho= 5.00 h= 9.00 hz= 3.00 Shear nailing for transfer 119 PLF 0.12 W1 0.12 0.00 95 PLF 0.26 0.12 0.13 0.29 1k 10 Ok 0.48 95 PLF 0.48 0.48 95 PLF 0.48 W1 0 W1 0.12 055 0.13 -0.01 -0.01 -0.01 0.36 Shear Nailing for Transfer 036 119 PLF W1 -0.01 95 PLF 0.55 0.46 IOK 1 0.46 OK AndersonChase, Inc Sheet . of a structural engineering corporation DesigneWby!212 5521 100th St. SW, Suite B Date: Lakewood, WA 98499 253 -212 2310 (office) Project Job #: Perforated Shearwall Calculation Location: Unit B: L1 - 3rd floor W Desigination v �T8 P= 0.2875 Kips 50 plf b= 10.75 b, bo bz 7;, 5.00 3.0 0.06 0.06 W1 0.07 0.08 W1 .17 W1 0.07 - I 6. F8'1 r W1 0.19 - 0.19 0.29 hl= 1.00 ho= 5.00 h= 9.00 hZ= 3.00 Shear nailing for transfer 63 PLF 0.06 W 1 0.06 - -001 -001- 0.00 50 PLF 0.14 0.06 0.07 0.15 025 50 PLF 0.25 0.25 50 PLF 0.25 W1 0 W1 0.06 0.29 0.07 -0.01 -001 • -0.01 " 0.19 Shear Nailing for Transfer 0.19 63 PLF W1 -001 50 PLF t 0.29 0.24 IOK 1 0.24 OK Unit B: Perforated Shear wall Ll Holddowns Roof 0.604 k 3 5 3rd Floor 2nd Floor I i 3 3 0.536 k 5 dead 150 plf 3 dead 230 plf 3 M dead 0.268 k 230 plf 5 3 148 of 212 0.5 ft L1 (revised) Mot = 5.434674 k -ft Mr= 9.075 k -ft 9 F- - 0.000983 k No Holdown 0.83 Mot = 16.19644 k -ft 9 Mr= 22.99 k -ft F- 0.228804 k No Holdown 0.83 Mot = 29.81621 k -ft Mr= 36.905 k -ft 9 F= 0.754494 k No Holdown -ifi7 l -C> A�nders�nChase fC Ti3uCTURM1L ENGIHr:c rr lNG COfiF�ORATION 5531 107+ street 5W, sulte a LpAewppd, WA 98499 X53 7,7•x ;In 149 of 212 Job # 15.033 Sheet: Designee TLC Date: ##### Checked. Date: Project: Yelm Creek Apartments Unit B: L2 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 1.114 kips 124 #/ft Seismic (ASD): 1.426 kips 158 #/ft W3 Seismic (ASD): 0.633 kips 369 #/ft _ — f 4 9 ft i U IL ft 9 f Oft Oft Oft Oft 9ft Oft Oft Oft Ott Oft Oft Oft Oft 9 h /bs= 1 W1 DL w (plf) = 190 DL w (plf) = 1.61VIR ( # -ft) = 165 4010 0 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 10026 12832 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W f' 0 0 W E 0 0 W E 0 0 W E F( #) = 708 1038 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 no HD 0 0 0 0 0 0 0 0 0 0 F( #) = 4174 6322 0 0 0 0 3rd Floor: W2 Wind (ASD): 0.694 kips 201 #/ft Seismic (ASD): 1.266 kips 299 #Jft 0 0 0 0 0 0 0 0 r HDU 8 9 ft 9 f Clf; Oft Oft li Oft 0 i Oft Oft L Oft 9 h /bs= 1 W2 DL w (plf) = 0.6MR ( # -ft) = 190 4617 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 16274 24226 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 2079 3345 0 0 0 0 0 ❑ 0 0 0 0 0 0 0 0 0 0 MST48 2nd Floor: Wind (ASD): 0.684 kips 277 #/ft W3 Seismic (ASD): 0.633 kips 369 #/ft _ — f 4 i U IL ft 9 f Oft Oft Oft Oft Oft Oft Oft Oft 9 h /bs= 1 W3 DL w (plf) = 190 0.6MR ( # -ft) = 4617 0 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E Mot ( # -ft) = 22427 29924 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F( #) = 4174 6322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HDU 8 A�nde�sonC�ase Ss2� 700+ Strect SW, sake a /Ok Lckewaod, WA 98499 =53-212 -2310 150 of 212 Job # 15.033 Sheet. Designer TLC Date: ##### Checked., Date: Project: Yelm Creek Apartments Unit B: L3 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 0.904 kips 100 #/ft Seismic (ASDI: 1.157 kios 129 #/ft i � 9 ft 5 f 5 f Oft Oft Oft Oft Oft Oft Oft Oft Of; 9 h /b,= 1.8 W1 2.25 W1 DL w (plf) = 0.6MR ( # -ft) = 228 1710 DL w (plf) = 0.6MR ( # -ft) = 120 900 420 2016 0 0 0 0 0 0 0 W E 10114 13495 3923 5753 Mot ( # -ft) = W E 4521 5787 W E 3617 4630 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 HDUB F( #) = 805 1086 457 747 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 No HD 3rd Floor: W2 Wind (ASD): 0.564 kips 163 #/ft Seismic (AS{]]: 1.028 kips 243 #/h ' 9 ft 5ft Oft Oft Oft Oft Oft Oft Oft Oft 9 h /bs= 1.8 W2 2.25 W2 DL w (plf) = 0.6MR ( # -ft) = 228 1710 260 1248 0 0 0 0 0 0 0 Mot ( #-ft) = W E 7339 10926 W E 5872 8740 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W C 0 0 F (#) =1 2056 3134 1778 2887 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST48 MST48 2nd Floor: W2 Wind (ASD): 0.555 kips 225 #/ft Seismic (ASD): 0.514 kips 300 #/ft i 9 ft 5 f Oft Oft Oft Oft Oft Oft Oft Oft 9 h /b,= 1.8 W2 2.25 W2 DL w (plf) = 0.6MR ( # -ft) = 228 1710 260 1248 0 0 0 0 0 0 0 Mot ( # -ft) = F( #)= W E 10114 13495 3923 5753 W E 8091 10796 3734 5615 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 HDUB JHDIJ8 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: t�i.o2-V-5 Lateral Structural Calculations (Unit C) AtWersc"Chase A Structural Engineering Corporation 5521 - Suite B - 1001h Ss SW; Lakewood, WA 98499 151 of 212 Sheet _l_of Date- 8/1/2008 Design By: YHW J 152 of 212 6w 33231 UUU UUU 2� �� a 04 z rm 0 w w o� 153 of 212 W uu zw ® 9 oLU w W�lll \ O � r �E Moo M� ICI z W W 154 of 212 T i r� E 155 of 212 3I1- , 4-0 H -- L Z,: g - Lt =1Z,/ i LL P.T. 6x6 POST HANG JOISTS OFF OF BEAM P.T. 2x LEDGER i �L- @ES s It 10m 26' -0 1/2" im no C (OVER 2ND. FLR. WALLS) w1 156 of 212 f SET BEAM 3" IN FROM FACE OF WALL FOR FLUSH SIDING r6x6 POST HANG JOISTS OF OF BEAM 3 P.T. 2x i LEDGER FIXTURES ABOVE 3 3 i t 3 i Z 4� M (1 H � 26'- 01/2" u 1 ri Fj M0 ®o x� Ik 10 SET BEAM 3" IN FROM FACE OF WALL FOR FLUSH SIDING: P.T. 6x6 POST HANG JOISTS g ci OFF OF BEAM �e W2 NQ I P.T. 2x LEDGER - -� (2nxl o� 19 m C4 L ,4x10 FF. d Y �IL'�i�`Vr►1� _ © r 1 i r / r r i r j Jo r � % 9 r / / � z ui • • •rr/irrrr 1 4C, C4 N PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT Q SHEET OF PROJECT NUMBER: I *_aZ$ VER 2.OM 158 of 212 DATE: 12/21/09 DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS Wind Method 2 pe ❑09BC NOTE: The longitudinal direction being the longer direction of the completed building comprised - 12 113 of adjacent units. Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT WIND: LONGITUDINAL -(85 MPH, Exp "B" Per IBC) VR = 13.21 PSF [14.5 '*52']/4 = 2490 Ibs VF3 = 12.57 PSF[9.5' *52']/4 = 1552 Ibs VF2 = 11.75 PSF[10' *52']/4 = 1528 Ibs VF1 = 0 (SOG N /A) 0 Ibs TRANSVERSE - (85 MPH, Exp "B" Per IBC) VR = 13.21 PSF [14.5' *26'] = 4980 Ibs VF3 = 12.57 PSF [9.5' *26'] 3105 Ibs VF2 =11.75 PSF(10' *26') = 3055 Ibs VF1 = 0 (SOG N /A) 0 Ibs SEISMIC: *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL /BRICK LEVEL AREA LOAD LONG TRANS. I LONG TRANS. I LONG I TRANS. (FT "2) (PSF) (KIPS) (FLIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 1283 15.0 3.078 4.752 0.000 0.000 3.078 4.752 L3 Roof 2nd perpen wall ht = 9 FT L1 wall length tran perpen. = 0 ft 1 st perpen wall ht = 9 FT L3 Floor 1182 20.0 6.156 9.504 0.000 0.000 6.156 1 9.504 L2 Roof L2 Floor 1182 20.0 6.156 9.504 0.000 0.000 6.156 9.504 *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht = 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht = 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht = 9 FT L1 wall length tran perpen. = 0 ft 1 st perpen wall ht = 9 FT vl 159 of 212 Shw_HD Calcs (IBC)_Unit C_BLDG I _Long Trans Wall.xls PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT C) SHEET OF PROJECT NUMBER: VER (3/28/00) 12/21/09 DESIGN BY: YHW ,'" ►mss 4,L w6-4&rrrrs LOADS TO WALLS IN MULTIPLE STORY BUILDING LATERAL CALCULATIONS UNIT LATERAL ANALYSIS WIND LOAD @ FLOORS ADDED ADDED BASE BASE SEIS WIND GOV 2 "SETS WALL WALL SETS. WIND SEIS. WIND SEIS. WIND SHEAR SHEAR Long Tran Fi Fi Fi Fi SEIS. WIND. (II) W2) . (0) (Kips) K") (Kips] (Kips) (Kips) (Kips) PLF PLF PLF PLF LB/FT LB/FT Roof 2490.1 4980.2 LB/FT UNIT LATERAL ANALYSIS L3 1552.4 3104.8 LB/FT L2 1527.5 3055.0 LB/FT SEISMIC COEF. PER ASCE -7 9.5.5,2 (ASD = Eh/1.4) 0.0871 RHO 1 Ab (ft^2) ground floor area including projections 1182 SEISMIC FORCES: 0.0871 WALL DIRECTION (LONG OR TRAN) LONG NUMBER OF STORIES (1 -5) 3 DIAPHRAGM PERPENDICULAR SEISMIC FORCES WIND FORCES LENGTH UNIT RF/FLR WALL -- WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS WT WT LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT) AREA (PSF) (KIPS) (KIPS) (KIPS) (FT) ( # -FT) ( # -FT) (KIPS) (KIPS) (KIPS) (KIPS) Roof I 1 1283 15.0 19.24 3.078 4.752 30 669.47 719.69 3,06 3.30 2.49 4.98 L3 1 1 1182 20.0 23.64 6.156 9,504 20 595.92 662.88 2.72 3,04 1.55 3.10 L2 l 1 1182 20,0 23.64 6.156 9.504 10 297,96 331.44 1.36 1.52 ].53 3.06 TOTAL WT => 81.91 90.28 KIPS 1563.35 1714.01 7.13 7.86 5.57 11.14 TOTAL V => NOTE: PERPENDICULAR WALL WT INCLUDES BRICK DEAD LOAD. TOO. 7,13 7.86 KIPS,, , r i �W� ,'" ►mss 4,L w6-4&rrrrs LOADS TO WALLS IN LONGITUDINAL DIRECTION UNIT LATERAL ANALYSIS ADDED ADDED BASE BASE SEIS WIND GOV 2 "SETS WALL WALL SETS. WIND SEIS. WIND SEIS. WIND SHEAR SHEAR ID LENGTH AREA LENGTH Fi Fi Fi Fi SEIS. WIND. (II) W2) . (0) (Kips) K") (Kips] (Kips) (Kips) (Kips) PLF PLF PLF PLF L1 L1 Roof L1 12,0 321 0,25 0.76 0.62 0.76 i 0.62 64 52 64 127 L3 LI 12.0 296 0.25 0.68 0.39 1. Sf 1.01 120 84 120 241 L2 Ll 12.0 296 0.25 0.34 0.38 X178 1.39 149 116 149 297 e, L2 �V ' L2 Roof L2 9,0 641 0.50 1.53 1.25 1,53 1.25 170 138 170 339 L3 L2 9.0 591 0.50 1.36 0.78 2.89 2.02 321 225 321 642 L2 L2 9.0 591 0.50 0.68 0.74 3,57 2.78 396 309 396 793 L3 L3 Roof L3 9.0 321 0.25 0.76 0.62 0,76 0,62 85 69 85 170 L3 L3 9.0 296 0.25 0.68 0.39 1A4 Loo 160 112 160 321 L2 L3 9.0 296 0.25 0.34 0.38 1.78 1,39 198 155 198 396 Page 1 Cif IdWAt1Z OMEGA 1.8 M741 Shw_HD Calcs (IBC)-Unit C_BLDG I _Long Trans Well xis - Includes vert seismic of 02SDs times Deed loads 160 of 212 HOLD 1](]WN CALCULATIONS LONGITUDINAL DIREC"11ON UNIT LA'T'ERAL ANALYSIS D +E 174•D +: D + E 1.667•D +W TOTAL WALL TOTAL TOTAL seismic seismic wind Wind GOVemmg WALL LVL WALL HEIGHT OTL FORCE W W P P Fi F. MOT MOT DL LL C T C T T LINE LENGTH OT ANAL RATIO DL LL DL LL SETS WIND SETS WIND MR MR (FT) (FT) (FT) KLF KLF KIPS KIPS KIPS KIPS K -FT K -FT K -FT K -FT KIPS KIPS KIPS KmS KIPS Page 1 LI _ 3' Woll Roof 12 30.00 2,59 11.230 M31 _ 0,19 0,16 11 1.56 132 129 0.37 115 027 0.37 L3 12 l 20.00 2,59 0.259 x..730 0,17 0,10 .52 408 2.03 3.02 1.60 245 1.09 1.60 L2 12 10.00 2.50 '0.2so 04" 0.08 0.10 9.98 7.56 2,75 5.09 3.17 4 13 2,29 3.17 G1. r We9 0 Roof 9 70,Ok1 3110 11,444 0.411 0,28 3.39 2.77 2,58 1,71 0.42 153 030 0.42 t.7 9 10,00 M S0 0,¢74 0"0 0.17 9,81 7.26 3,99 3,94 1.96 3 21 1.31 1.96 L1 9 10AO 330 0.444 iii m 0.15 0.17 17.74 13.45 5,40 6.61 3.93 538 2.81 3.93 �79 9 70110 am law 0,090 1 53 1.25 15 28 12,45 3.25 2.18 1.51 1,85 1.21 1.51 9 30.00 9.50 1.900 @-090 136 0.78 44,15 32.66 6.50 5.96 4.63 4.61 3,33 4,63 tax 0.39 1,999 U." 068 0.76 79,82 60.51 9,75 10.54 8.54 8,27 6,35 8,54 Page 1 AnderscnChase JOB # SHEET 1 of 212 OF /lk A STRUCTURAL ENGINEERING CORPORATION 552 I - SUITE B - I GOTH ST SW; LAKEWOOD, WA 98499 DESIGNED DATE PROJECT CHECKED DATE T. -- -a , I I {� ii II I j ir1 r ,CPO J� —I F L iCJTl [ 1'' 1 1-f. 1 1 , L 1 i L L Ll J-7 1 �I f I IN Lj I +- �- -i - I 1 17 kA' �1• l i _ i -Z=7 -r-=. 5521 1 001" Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 A. n e�s,QnChase S5lI idol" Strml5W, Wte e takewood. WA 98499 Project. Yelm Creek Apartments Unit c: T2 Typ 162 of 212 Job # 15 033 Sheet. Designec TLC Date: ##### Checked: Date: 0.5 (ft} holdown dist from end Roof: W1 Wind (ASD): 2.873 kips 144 #/ft Seismic [ASD): 1.996 kips 100 #/ft s IF 711 M Ll 9 ft 9 ft 20 ft 20 ft Oft Uft Oft Oft Oft Oft Oft Oft h /b,= 20 h /b,= 0.45 W1 DL w (plf) = 0.6MR ( # -ft) = 110 13200 DL w (plf) = 0.6MR ( # -ft) = 120 14400 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E W E 57842 42779 Mot ( # -ft) = F( #1= 25858 17960 588 183 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4353 2792 0 0 No HD 0 0 0 0 0 0 0 0 0 0 0 0 HDUS 3rd Floor: W1 Wind (ASD): 1.791 kips 233 #/ft Seismic (ASD): 1.839 kips 192 #/ft l4i r', 9 ft 20 ft Oft Oft Oft Oft Oft Oft Oft Oft 20 h /b,= 0.45 W1 DL w (plf) = 0.6MR ( # -ft) = 110 13200 0 0 0 0 0 0 0 0 Mop ( # -ft) = F( #) = W E 41980 34508 2063 1275 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 MST37 2nd Floor: W2 Wind (ASD): 1.763 kips 321 #/ft Seismic (ASD): 0.919 kips 238 #/ft 9 ft 20 ft 0 ft 0 ft Oft Oft 0 ft 0 ft ❑ Ft LL _ 0 Ft 20 h /b,= 0.45 W2 DL w (plf) = 0.6MR ( # -ft) = 110 13200 0 0 0 0 0 0 0 0 M., ( # -ft) = W E 57842 42779 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F(#)=1 4353 2792 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HDUS An ft"4 Chase 552P 100' Srrec[.5w, sulte e / M�, C'Z,wod, WA 94499 :53 •,W.2)10 163 of 212 Job # 15 033 Sheet: Designec TLC Date: ##### Checked. Date: Project: Yelm Creek Apartments Unit C: TI cC 0.5 (ft) holdown dist from end Roof: Wl Wind (ASD): 4.214 kips 105 #/ft Seismic (ASD): 2.927 kips 73 4/ft S. L�• i ft 9 ft 40 ft 40 ft Oft Oft Oft Oft — Oft Oft I Oft Oft Oft Oft 40 h /b,= 0.225 W1 DL w (plf) = 0.6MR ( # -ft) = 110 52800 DL w (plf) = 0.6MR ( # -ft) = 120 57600 0 0 0 0 0 0 0 0 W E 84835 62743 Mot ( #-ft) = W E 37925 26342 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 535 -595 F(#)=1 -498 -791 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD No HD 3rd Floor: W1 Wind (ASD): 2.627 kips 171 I$/ft Seismic (ASO); 2.697 kips 141 #/ft 9 ft 40 ft Oh Oft Oft Oft [1 ft Oft Oft Oft 40 h /b,= 0.225 W1 DL w (plf) = 0.6MR ( # -ft) = 110 52800 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 61570 50612 W E 0 0 W E 0 0 W E a 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = -276 -847 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD 2nd Floor: W1 Wind (ASD): 2.585 kips 236 #/ft Seismic (ASD): 1.348 kips 174 #/ft ft 40 ft Oft Oft Oft Oft Oft Oft Oft Oft 40 h /b,= 0.225 W1 DL w (plf) = 0.6MR ( # -ft) = 110 52800 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 84835 62743 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 535 -595 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 No HD Roof: W1 164 of 212 a►ngers[�nChase Job # 15 033 Sheet: A ST"v' JRm. EflG IXCCORINQ COMPOpRATION SW, 5521. wa- Srrret SvIt I.uktwppd, WA 49!) Designer TLC Date: ##### =S3•�I :•� ;:o I Checked: Date: Project: Yelm Creek Apartments Unit C: T1 ft 9 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 3.086 kips 83 #/ft Seismic(ASD): 2.453 kips 66 #/ft W1 Seismic (ASD): 1.784 kips 175 #/ft I � ft 9 37 ft Oft Oft Oft DFt Oft Oft Of' Oft Oft [ }it Oft 37 h /b,= 0.243 W1 DL w (plf) = 0.61V!R ( # -ft) = 120 49284 0 0 0 0 0 0 0 0 M., ( # -ft) = W E 27777 22081 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) _ -589 -745 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M., ( # -ft) = No HD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F( #) _ 3rd Floor: W1 Wind (ASD): 1.924 kips 135 p/ft Seismic (ASD). 2.252 kips 127 4/ft 0 0 0 0 0 0 0 0 I L 0 0 No HD 9 ft 37 ft Oh Oft Oft Oft Ofl Qft Oft 0'r 37 h /b,= 0.243 W1 DL w (plf) = 0.6MR ( # -ft) = 110 45177 0 0 0 0 0 0 0 0 M., ( # -ft) - W E 45096 42353 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) _ -591 -823 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD 2nd Floor: Wind (ASD): 1.893 kips 187 #/ft W1 Seismic (ASD): 1.784 kips 175 #/ft I � 1 9 37ft Oft Oft Oft Oft Oft O ft Oft Oft 37 h /b,= 0.243 W1 DL w (plf) = 110 0.6MR (# -ft) = 45177 0 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E M., ( # -ft) = 62138 58412 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F( #) _ -127 -460 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD .D w � y y/ WI t� SA Unit C ( nd Cond.) �I �1 Les 165 of 212 Andesi�nChase 55�) raa+ Street SW . Softe a to"ood, WA 99494 253•:+: -2310 Project: Yelm Creek Apartments Unit C: T1 end 166 of 212 Job # 15.033 Sheet: Designet TLC Date: ##### Checked. Date: 0.5 (It) holdown dist from end Roof: W1 Wind (ASD): 2.107 kips 89 #/ft Seismic (ASD): 1.463 kios 62 #/ft W1 j �W I 9 ft 8.33 ft 15.33ft Oft Oft Oft Oft Oft Oft Oft Oft Oft 23.66 h /b,= 1.08 W1 0.587 W1 1.08 W1 0.587 W1 DL w (plf) = 0.6MR ( # -ft) = 120 2498 120 8460 120 0 0 0 0 0 0 0 M., ( # -ft) = W E 6676 4637 W E 12286 8534 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 0 F M. 534 273 258 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W E W E No HD No HD 14934 11045 27484 20327 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3rd Floor: W1 Wind (ASD): 1.314 kips 145 If/h Seismic (ASD): 1.348 kips 119 II/f1 3240 2237 2410 1435 0 0 0 0 0 0 0 0 0 0 - -� 0 0 ft STHD14 8.33 ft 15.33ft Oft Oft Oft Oft 0 f[ Oft Oft 23.66 h /b,= 1.08 W1 0.587 W1 DL w (plf) = 0.6MR ( # -ft) = 110 2290 110 7755 0 0 0 0 0 0 0 Mo, ( # -ft) = W E 10839 8909 W E 19947 16396 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #)= 1625 1119 1080 588 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 MST37 2nd Floor: Wind (ASD): 1.293 kips 199 #/ft W1 Seismic (ASD): 0.674 kips 147 #/ft �W I 9 ft 8.33 ft 15.33 ft Oft Oft Oft Oft Oft Oft Oft 23.66 h /b,= 1.08 W1 0.587 W1 DL w (plf) = 110 110 0.61VIR ( # -ft) = 2290 7755 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E Ma, ( # -ft) = 14934 11045 27484 20327 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F( #)= 3240 2237 2410 1435 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STHD14 STHD14 I LA AndeisnnChase . >oah Street 5W Suite B /'*, Lakewood WA g8494 x53•x1: -s3:a 167 of 212 Job # 15 033 Sheet: Designee TLC Date: ##### Checked: Date: Project: Yelm Creek Apariments Unit C: L1 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 0.654 kips 54 #/ft Seismic (ASD): 0.843 kips 70 #/ft ¢¢ P :1 9 ft 3 f aft aft aft Oft Oft Oft Oft Oft 12 h /b,a 3 W1 3 W1 3 W1 3 W1 DL w (plf) a 0.6M, ( # -ft) a 150 405 150 405 435 1175 435 1175 0 0 0 0 0 Mot ( # -ft) - FI #1 W E 1471 1896 427 596 W E 1471 1896 427 596 W E 1471 1896 119 288 W E 1471 1896 119 288 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 F(9)= No HD No HD No HD No HD 0 0 0 0 0 0 i 0 0 a Floor:_ W1 ft Seismic (ASD): 0,749 kips 133 #/ft STHD14 ISTHD14 9 ft aft 3ft 3ft 3ft Oft OSt/1 Oft Oft Oft 12 h /b,= 3 W1 3 W1 3 W1 3 W1 DL w (plf) - AMA ( # -ft)- 240 648 240 648 215 581 215 581 0 E� 0 0 0 Mat ( # -ft) = F(M)= W E 2388 3580 1123 1769 W E 2388 3580 1123 1769 W E 2388 3580 842 1488 W E 2388 3*/j 842 148 Va W E 0 0 0 0 W E 0 0 0 0 W f 0 0 0 0 W F 0 0 1 0 0 MST37 MST37 MST37 MST37 nd Floor: W1 Wind (ASD): 0.401 kips 1222 # ft Seismic (ASD): 0.375 kips 54 H /ft 9 ft 3 f 3ft 3ft 3 f Oft Oft Oft Oft Oft 1 h /b,- 3 W2 3 W2 3 W2 3 W2 L w (plf) = 0. R( # -ft)= 240 648 240 648 215 581 215 581 0 0 0 0 0 t( # -ft) = W E 3291 4423 W E 3291 4423 W E 3291 4423 W E 3291 4423 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F(9)= 2180 3279 2180 3279 1926 3025 1926 3025 0 0 0 0 0 0 0 0 0 0 STHD14 15THD14 STHD14 ISTHD14 A�nde�s,�nCh�se 55 .71 100H Street 5W, Sulta a L akewdod, WA 98499 253-2rs -: 330 Project: Yelm Creek Apartments Unit C: LI(revised) 168 of 212 Job # 15 033 Sheet: Designer TLC Date: ##### Checked. Date: 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 0.654 kips 54 #/ft Seismic (ASD): 0.843 kips 70 #/ft rill !f i ;, 9 ft 3 f aft 3 f aft Oft Oft Oft oft Oft 12 h /b,= 3 W1 y3y 12 3 W1 3 W2 3 W2 3 W2 3 W2 DL w (plf) = 0.611VIp ( # -ft) = 150 405. 14p 17 435 1175 0 0 0 0 0 Mot ( # -ft) = F = W E 1471 1896 427 596 W E 1471 1896 427 596 W E 1471 1896 119 288 W E 1471 1896 119 288 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 0 0 Preforated See attached calcul Preforated See attached calculation Mot ( # -ft) = W E 3291 4423 W E 3291 4423 W E 3291 4423 W E 3291 4423 3rd Floor: W1 Wind (ASD): 0.408 kips 88 # /ft Seismic(ASD): 0.749 kips 133 9/ft W E 0 0 W E 0 0 W E 0 0 F( #)= 2180 3279 J 2180 3279 1926 3025 i 0 0 0 0 ft 0 0 3 f 3ft 3ft 3ft Oft Oft Oft Oft Oft 12 h /b,= 3 W1 3 W1 3 W1 3 W1 DL w (plf) = 0.6MR (4-ft) = 240 648 240 648 215 581 215 581 0 0 0 0 0 Mot ( # -ft) = F( #)= W E 2388 3580 1123 1769 W E 2388 3580 1123 1769 W E 2388 3580 842 1488 W E 2388 3580 842 1488 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 Preforated See attached calcul Preforated See attached calculation 2nd Floor: W1 Wind (ASD): 0.401 kips 122 #/ft Seismic (ASM 0.375 kips 164 #/ft 9 ft 3 f 3 f 3ft 3ft Df[ U Ft Oft U [t 0 [t 12 h /b,= 3 W2 3 W2 3 W2 3 W2 DL w (plf) = 240 240 215 215 0.6Mp ( # -ft) = 648 648 581 581 0 0 0 0 0 Mot ( # -ft) = W E 3291 4423 W E 3291 4423 W E 3291 4423 W E 3291 4423 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #)= 2180 3279 J 2180 3279 1926 3025 1926 3025 0 0 0 0 0 0 0 0 0 0 Preforated See attached calcul Preforated See attached calculation C) C-Z) AndersonChase, Inc Sheet of _ a structural engineering corporation Designed49W 212 5521 100th St. SW, Suite B Date: Lakewood, WA 98499 253 -212 2310 (office) Project: Job #: Perforated Shearwall Calculation Location: Unit C: L1 - 3rd floor W Desigination I v I b= 10.75 bt bo bz P= 0.4025 Kips 2.75 5.00 3.00 O.OW 0.09 70 plf � W1 � ht= 1.00 0.10 0.11 W1 Z4 W1 !F e 4100 h= 9.00 0.10 1, ^0.1'f �` r W hz= 3.00 O.ZBf' Shear nailing for transfer 0.00 88 PLF i 0.00 0.09 W1 0.09 0.19_ / 0.09 0.10 0.21 0.35 70 LF 0.35 0.35 70 PLF 0 35 W1 0 W1 0.09 0.40 0.10 -0.01 -0.01 -0.01 0.26 Shear Nailing for Transfer 0.26 88 PLF W1 -0.01 0.40 0.34 IOK 1 0.34 OK 70 PLF 70 PLF AndersonChase, Inc a structural engineering corporation 5521 100th St. SW, Suite B Lakewood, WA 98499 253 -212 2310 (office) Project: Job #: Perforated Shearwall Calculation Location: Unit C: L1 - 2nd floor W Desigination : W P= 0.7648 Kips 133 plf -0.01 b= 10.75 bt ba bz 75 5.00 3.01 0.1 0.17 W1 0.19 0.20 W1 .45 W1 0.19 1 0.20 W1 0.76 ht= 1.00 ho= 5.00 h= 9.00 hZ= 3.00 Shear nailing for transfer 166 PLF 0.17 W1 0.17 -.0.02 -0.02- Sheet of Designed - /bpf 212 Date: -0.01 133 PLF 0.37 0.17 019 0.40 0.67 133 PLF 0.67 0.67 133 PLF 0.67 W1 0 W1 0.17 0.76 0.19 -0.02 -0.02 -0.02 0.50 Shear Nailing for Transfer 0.50 166 PLF W1 -0.02 133 PLF 1 0.76 0.64 IOK 0.64 OK AndersonChase, Inc a structural engineering corporation 5521 100th St. SW, Suite B Lakewood, WA 98499 253 -212 2310 (office) Project: Job # - Perforated Shearwall Calculation Location: Unit C: L1 - 1st floor W Desigination v P= 0 804 Kips 70 133 134 plf b= 11.00 bi bo b2 00 500 301 0.1 W7 0.17 0.19 0.19 W1 .44 W7 J'j 0.19 ❑.19 W1 0.50 F 0.50 0.80 hj= 1.00 ho= 500 h= 9.00 h2= 3.00 Shear nailing for transfer 168 PLF 0.17 W1 ► 0.17 --0.01 -0.01 - Sheet of Designed7bFf 212 Date: 0.00 134 PLF 0.40 0.18 0.18 0.40 0.67 1 134 PLF 0.67 0.67 134 PLF 0.67 W1 0 W1 0.18 0.80 0.18 -001 I -0.01 -0.01 ' 0.50 Shear Nailing for Transfer 0.50 168 PLF W1 -0.01 134 PLF 0.80 0.66 IOK 1 0.66 OK Unit C: Perforated Shear wall L1 Holddowns (l� 0.5 ft dead Roof 0.843 k 150 plf 3 5 3 Ll (revised) 172 of 212 Mot = 7.582545 k -ft Mr= 9.075 k -ft 9 F- 0.203576 k No Holdown dead 0.83 3rd Floor 0.749 k 240 plf 3 5 3 I Mot = 22.6031 k -ft 9 Mr= 23.595 k -ft F= 0.80439 k No Holdown dead 0.83 2nd Floor 0.375 k 240 plf 3 5 3 Mot = 41.61566 k -ft Mr= 38.115 k -ft 9 F- 1.843329 k STHD10 Unit C: Perforated Shear wall L1 Holddowns (1) dead Roof 0.843 k 435 plf 3 5 3 i i 3rd Floor 0.749 k 3 5 2nd Floor L-- 3 0.5 ft L1 (revised) 9 dead 0.83 215 plf 3 dead 0.375 k 215 plf 5 3 9 0.83 9 173 of 212 Mot = 7.582545 k -ft Mr= 26.3175 k -ft F= - 0.78171 k No Holdown Mot = 22.6031 k -ft Mr= 39.325 k -ft F= - 0.094467 k No Holdown Mot = 41.61566 k -ft Mr= 52.3325 k -ft F= 1.004538 k STHD10 A�ndesanChase 5v IOU, Street SW, suite a I.akr.wood, WA 98499 7S ;St3 -Z;la 174 of 212 Job # 15 033 Sheet: Designec TLC Date: Checked: Date: Project: Yelm Creek Apartments Unit C: L2 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 1,179 kips 131 #/ft Seismic (ASD): 1.519 kips 169 #/ft ( jr� ft 9 f Oft Oft oft Oft Oft Oft 0 f Oft!! 9 h /bs= 1 W1 Oft DL w (plf) = 0.6MR ( # -ft) = 165 4010 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 10609 13668 W E 0 0 W E 0 0 W E 0 0 W F. 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 776 1136 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 0 0 0 0 0 Mot ( # -ft) = W E 23732 31891 W E 0 0 W E 0 0 3rd Floor: W2 Wind (ASD)., 0.735 kips 213 #/ft Seismic (ASO): 1.35 kips 319 #/ft W E 0 0 yy W E 0 0 W E 0 0 F( #) =1 4508 6839 0 0 0 0 0 0 9 ft 0 0 9 f Oft Oft Oft Oft Oft Oft Oft Oft 9 h /bs= 1 W2 DL w (plf) = 0.6MR ( # -ft) = 190 4617 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E 0 W E Mot ( # -ft) = F( #) = 17222 25815 2259 3630 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 MST48 2nd Floor: W3 Wind (ASD): 0.723 kips 293 #/ft Seismic (ASD): 0.675 kips 394 #/ft ( 9 ft 9 f Oft Oft Oft Oft Oft Oft Oft Oft 9 h /bs= 1 W3 DL w (plf) = 190 0.6MR ( # -ft) = 4617 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 23732 31891 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) =1 4508 6839 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HDU 8 552t rod.5rrmt sw, sultc 9 /Ok t.akewood, WA 93499 =53-712-7 ;10 175 of 212 Job # 15 033 Sheet: Designer TLC Date: ###fl# Checked: Date: Project: Yelm Creek Apartments Unit C: L3 0.5 (ft) holdown dist from end Roof: Wl Wind (ASD): 0.717 kips 80 #/ft Seismic7(ASDI: 0.924 kips 103 #/ft ft ft 5 f Sft Oft Oft Oft Oft Oft Oft Oft Oft Oft 9 h /b,= 1.8 W1 2.25 W1 DL w (plf) = 0.6MR ( # -ft) = 228 1710 DL w (plf) = 0.6Mp ( # -ft) = 120 900 435 2088 0 0 0 0 0 0 0 W E 8017 10774 Mot ( # -ft) = W E 3584 4618 W E 2867 3694 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W F 0 0 W E 0 0 W E 0 0 2911 4398 F( #) =1 596 826 223 459 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HDUS IHDU5 No HD INo HD 3rd Floor: W1 Wind (ASD): 0.447 kips 129 #/ft Seismic (ASD): 0.821 kips 194 a /ft j 9 ft 5 f Oft Oft Oft Oft Oft Oft~ Oft Oft 9 h /b,= 1.8 Wl 2.25 W1 DL w (plf) = 0.6Mp ( # -ft) = 228 1710 270 1296 0 0 0 0 0 0 0 Mot ( # -ft) = W E 5818 8721 W E 4654 6977 W E 0 0 W t 0 0 W E 0 0 W E 0 0 W ! 0 0 W E 0 0 W E 0 0 F( #)= 1509 2384 1182 2082 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 I MST37 2nd Floor: W2 Wind (ASD): 0.44 kips 178 #/ft Seismic (ASD): 0.411 kips 239 #/ft ft 5 f Oft Oft Oft Oft Oft Oft Oft Oft 9 h /b,= 1.8 W2 2.25 W2 DL w (plf) = 0.6MR ( # -ft) = 228 1710 270 1296 0 0 0 0 0 0 0 Mot ( # -ft) = W E 8017 10774 W E 6414 8619 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #)= 2911 4398 2644 4174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HDUS IHDU5 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: IS, 0 S4e, Lateral Structural Calculations (Unit D) AndersmChase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 176 of 212 Sheet I of Date: 8/1/2008 Design By: YHW a l llll II IIIIIIIIIIIIIIIIIIIIIf I I I lllllll!illlllll Il Il ll I li � i EI llll I I I I I I I I If 1 1 1 1 1 1 1 ice= ■■ ■:� =� -- No o � ■ m _ i mom momm Nil IN, �Mlllll I III I III U111111111111111 JIY,11 IIIIIIIiiiiIIYIYIINIlilI :E■ E:■ 1111111 k 11111 11111111111 HU 1111111 MON SON To 1 0 on MOM Mum MEN No r u 0 Illlllll am= ��- ■■ ■■ ■■ ::- ::- NE Illllllllle�� :.'sL*�� L■!1= ;e��l�� I.affm IN � . ■� W MM�M ON No m see = IM ll1•! i�llllliliuu..s. •.2 ...■ rl�l�� jmm�� t� El�'�iil•��.r:. ��iG��i i��i i ap lL i ��il M ran 1�1 mm No No on W v r� w® au 179 of 212 o� u�a �Q Ell LU T Hill r W v r� w® au 179 of 212 36' -4 1/2" I l� N 1 1 r Unk T ype a (OVER 3RD FLOOR WALLS) Od-F 180 of 212 Ku-s ,L3 LZ l Ll -9 It 36' -41/2" � 1 181 of 212 lZ 55 SEti � P.T. 6xIC xl- r n UM D (OVER 2ND FLOOR WALLS) vo—t> FLooR', t 36' -4 1/2" 182 of 212 _ =36 Tl_— rf a �� ~— - - - =1 50 �e ` 3 m °x° - �„ � li O s s! k• 50 Sim. _ 4x1 l 4x,0 _ 4x8 XT- Q u sIM x _ x N 50 t'� 50 bk Xyr aim, 31 'x9" t j 3 1/8 „ GL FF Q wl SIMPSON u': ® O f LU28 - TYP. m _ i 9 1 61 11_ x N 1. -- n� - 48 1 4X,51 0 w 4x8 4 "I 4xj' N 1p rl C4 N CV 4x_8 - 4� - g_ _ 4x8- -- t~ _ CANTILVERE 3 r FLOOR -OI TS 50 f Unit D (OVER 1ST FLOOR WALLS) Z.. U0 Floor Fr Platy SCALE: PROJECT NAME: YELM CREEK DEVELOPMENT(UN1T D) SHEET OF PROJECT NUMBER: %r-3.o2s-'p VER 2.OM 183 of 212 DATE: 12/21/09 r1FRl(.,N RV- MC.H ALL BUILDING LATERAL ANALYSIS Wind Method 2 p R IBC NOTE: The longitudinal direction being the longer direction of the completed building comprised -Z✓ 12i It5c, nk,- of adjacent units. Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT WIND: LONGITUDINAL (85 MPH, Exp "B" Per IBC) VR = 13.21 PSF [14.5' *46']/2 = 4406 Ibs VF3 = 12.57 PSF[9.5' *46']/2 = 2747 Ibs VF2 = 11.75 PSF[10' *46']/2 = 2703 Ibs VF1 = 0 (SOG N /A) 0 Ibs TRANSVERSE - (85 MPH, Exp "B" Per IBC) VR = 13.21 PSF [14.5' *36'] = 6896 Ibs VF3 = 12.57 PSF [9.5' *36'] 4299 Ibs VF2 =11.75 PSF(10' *36') = 4230 Ibs VF1 = 0 (SOG N /A) 0 Ibs CTTCAAfff'. *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL /BRICK LEVEL AREA LOAD LONG TRANS. I LONG TRANS. LONG TRANS. (FT ^2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 1634 15.0 4.212 6.150 0.000 0.000 4.212 6.150 L3 Roof 2nd perpen wall ht = 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht = 9 FT L3 Floor 1458 20.0 8.424 12.300 0.000 0.000 8.424 12.300 L2 Roof L2 Floor 1458 20.0 8.424 12.300 0.000 0.000 8.424 12.300 *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht = 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht = 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht = 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht = 9 FT Levi 184 of 212 Shw_HD Calcs (IBC)_Unit D_BLDG G.xls PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT D) 4.212 6.15 SHEET OF 861.66 PROJECT NUMBER: 3.92 4.21 4.41 6.90 f L3 1 1 1458 20,0 29.16 VER (3/28/00) 12.3 20 751.68 l 829.20 1 12/21/09 SEIS. WIND GOV 2-SE L2 1 1 1458 20.0 29,16 8.424 12.3 DESIGN BY YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS 1.71 190 2.70 4,23 Fi Fi Fi Fi SEIS. WIND LOAD Qa FLOORS TOTAL WT => 103.89 113.58 KIPS Long Tran 2163.60 9.05 9.89 9,85 15.42 TOTAL V => 9.05 9.89 LB/FT 252 L3 � �7�+ NOTE: PERPENDICULAR WALL WT INCLUDES BRICK DEAD LOAD, TOO. LB/FT 0.45 1 54 124 3 30 Roof 4405.5 6895.6 LB/Fr UNIT LATERAL ANALYSIS 236 L3 2746,5 4298.9 LB/FT L2 14,0 ON rdvr� i� L2 2702.5 4230.0 LB/FT 407 4.43 291 SEISMIC COEF, PER ASCE -7 9.5.5,2 (ASD = Eh /1,4) 0.0871 582 RHO I F Ab (RA2) ground floor area including projections 1458 SEISMIC FORCES: 0,0871 WALL DIRECTION (LONG OR TRAN) LONG NUMBER OF STORIES (1 -5) 3 L3 DIAPHRAGM. PERPENDICULAR SEISMIC FORCES WIND FORCES LENGTH UNIT RF/FLR WALL -- WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS WT WT LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT ) AREA (PSF) (KIPS) (KIPS) (KIPS) (FT) (# -FT) ( # -FT) (KIPS) (KIPS) (KIPS) (KIPS) Roof 1 1 1634 15.0 24,51 4.212 6.15 30 861.66 919.80 3.92 4.21 4.41 6.90 f L3 1 1 1458 20,0 29.16 8.424 12.3 20 751.68 l 829.20 1 3.42 3.79 2.75 4.30 SEIS. WIND GOV 2-SE L2 1 1 1458 20.0 29,16 8.424 12.3 10 375.84 414.60 1.71 190 2.70 4,23 Fi Fi Fi Fi SEIS. WIND. TOTAL WT => 103.89 113.58 KIPS 1989.18 2163.60 9.05 9.89 9,85 15.42 TOTAL V => 9.05 9.89 KIPS 252 L3 � �7�+ NOTE: PERPENDICULAR WALL WT INCLUDES BRICK DEAD LOAD, TOO. 656 0.45 1 54 124 3 30 322 �T 40 230 236 472 12 L2 14,0 ON rdvr� i� TADS TO WALLS IN L2 LONGITUDINAL DIRECTION UNIT LATERAL ANALY,; ti Y ADDED ADDED BASE BASE SEIS. WIND GOV 2-SE 'ALL WALL SEIS WIND SEIS WIND SEIS. WIND SHEAR SHEAR ID LENGTH AREA LENGTH Fi Fi Fi Fi SEIS. WIND. Roof [11 ^2] (ft) ;K' } (Kits) lKPsl (Ki ) (Kip) 06 PLF PLF PLF Pl! L1 L1 ROVE Ll 9.0 266 0.16 064 0.72 0.64 072 71 80 80 142 0 Ll 9,0 237 016 0.56 045 1 19 1 16 133 129 133 265 L2 Ll 9,0 237 0.16 0.28 044 147 160 163 178 178 327 Page 1 L2 ti Y L2 Roof L2 14.0 735 0.45 1.7 1.98 176 198 126 142 142 252 L3 L2 14.0 656 0.45 1 54 124 3 30 322 236 230 236 472 12 L2 14,0 656 0.45 077 122 407 4.43 291 317 317 582 F L3 L3 Roof L3 17.5 633 0.39 152 171 1.52 171 87 98 98 174 L3 L3 17.5 565 0,39 1 33 1 06 2.84 277 163 158 163 325 L2 L3 17,5 0.39 0.66 1.05 3,51 3.82 200 218 218 401 Page 1 OMEGA - 208 0.741 Shw_HD Cates (IBC)_Unit D_BLDG G As - Includes Yen seismic of 0.2SDs limes Dud loads Lai 185 of 212 11011) DOWN CAL['ULA110N5 1.ONGITU171NA1,1)] HEC110N VNiT LATERAL ANALYSIS D +E 174•D +_ D + E I- 667'D +W TOTAL WALL TOTAL TOTAL seismic seismic Wind Wind Govemmi; WALT. LVL WALL HEIGHT OTL FORCE W W P P Fi Fi MOT MOT DL LL C T C T T LINE LENGTH OT ANAL RATIO DL LL DL LL SETS WIND SEIS WIND MR MR lFf1 (FT1 FI) KLF KLF KIPS KIPS KIPS KIPS K -FT K.Ff K -FT K -FT KIPS KIPS KIPS KIPS KIPS Page 1 L1 9' Wull Roof 9 3600 M imp 0360 0,64 072 637 7.16 13.01 2,28 2.37 L3 9 20.0 ffi,34 1. Qa 0,56 045 18,30 18,78 21.31 • 4,66 0�29 4,72 054 0,54 L2 9 10.00 8.30 1440 033E 0,28 0 -44 34.79 29.62 7,37 1,30 7,58 1.77 1.77 L2 i 1 3' Wull Roof 14 3040 2.M4 0324 0490 042 3 78 425 0,28 1.62 1.43 1.81 1,62 1,62 L3 14 20.110 21i0 6714 4.350 .33 026 10.86 11 14 1,38 489 3.94 5.01 4,09 4,09 L2 14 1040 3.34 6714 LM 0,16 0.26 19.58 2065 2,47 8.82 7.10 9,25 7,60 7,60 L3 4' WALL Roof 17,5 30.00 440 0386 0.360 0.43 0.49 4.34 08 3,65 1,77 0,36 1.89 0,54 0,54 L3 17.5 I@A10 4.30 0.7$6 0,294 0,38 0,30 12.47 12,80 5,97 4,10 1,79 4 -17 1,96 1.96 L2 17.5 MOD 4M (I'M 0.790 r 0.19 0.30 22.48 23,71 8,30 6,84 3,63 7.11 4,04 4,04 Page 1 AnderstmC ■ase JOB # SHEET 6 of 212 OF A STRUCTURAL ENioINEERING CORPORATION 3521 surrE B - I OOTH ST SW: uKOVOOO. WA 95499 DESIGNED DATE PROJECT CHECKED DATE T f- i - - - _i vr I . V I Cv [ [ k I -� i _: i J_ -11 F. A. T-1 I- � - �- I i I , T I : I -rY- j -I _ I I k I i i 1 { �� ' � •�_E i I � - j - I - -I_ 1 I - 1 IJ Ft I 5521 1 00th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 A�nGdaAL EA C hasON ON 55x? s0a� SI't SW suiee a /M La kewadd, WA 98499 253•2rt -2 310 187 of 212 Job # 15 033 Sheet: Designer TLC Date: ##### Checked: Date: Project: Yelm Creek Apartments Unit D: T2 Typ 0.5 ii-} holdown dist from end Roof: W1 Wind (ASD): 3.837 kips 202 #/ft Seismic (ASD): 2.455 kips 129 #/ft I 9 ft 19 ft Oft Oft Oft Oft Oft Oft Oft Oft Oft 19 h /b,= 0.474 W1 Oft 19 Oft h /b,= DL w (plf) = 0.6MR ( #-ft) = 0.474 W3 110 11913 0 0 0 0 DL w (plf) = 0.6MR ( # -ft) = 120 12996 0 0 0 0 0 0 0 0 W E 0 0 0 0 Mot ( # -ft) = W E 34529 22096 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 1164 492 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 3rd Floor: W2 Wind (ASO): 2.392 kips 328 #/ft Seismic (ASDJ: 2.21 kips 246 #jft 9 ft 19 ft oft Oft Oft Oft Oft Oft Oft Oft 19 h /b,= 0.474 W2 DL w (plf) = 0.6MR ( # -ft) = 110 11913 0 0 0 0 0 0 0 0 Mot (# -ft) = W E 56054 41989 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F(#)=1 3550 2118 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST48 2nd Floor: W3 Wind (ASD): 2.353 kips 452 #/ft Seismic (ASD): 1.108 kips 304 #/ft I 9 ft 19ft Oft Oft Oft Oft Oft Oft Oft 19 Oft h /b,= DL w (plf) = 0.6MR ( #-ft) = 0.474 W3 110 11913 0 0 0 0 0 0 0 0 Mot ( # -ft) = F( #) = W E 77234 51963 7081 4282 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 1 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 HDU8 A� nderscnChase A. TRUCIURAI, ENp1NEERlN CORPORATION ssit Ippu Strmt SW, Suite 8 M'k Lakewood, WA 984-9 153-212•23ru 188 of 212 Job # 15 028 Sheet: Designec TLC Date: ##### Checked: Date: Project: Yelm Creek Apartments Unit D: T1 DD 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 6.119 kips 170 #/ft Seismic (ASD): 3.916 kips 109 #./ft { F-11 – 9 ft 9 ft 36 ft Oft Oft Oft Oft Oft Oft Oft U Ft 36 h /bs= 0.25 W1 h /b,= 0.25 W3 DL w (plf) = 0.6MR ( # -ft) = 120 46656 0 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 55071 35242 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 237 -322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD STHD14 3rd Floor: W2 Wind (ASD): 3.815 kips 276 # /Ft Seismic (ASD): 3.525 kips 207 4/ft 1 9 ft 36 ft Oft Oft Oft Oft Oft Oft Oft Oft 36 h /b,= 0.25 W2 DL w (plf) = 0.6MR ( # -ft) = 110 42768 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 89402 66970 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W ! 0 0 W E 0 0 W E 0 0 W 1 0 0 F( #) = 1551 360 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MST37 2nd Floor: W3 Wind (ASD): 3.753 kips 380 #/ft Seismic (ASD): 1.768 kips 256 #/ft { F-11 – 9 ft 36 ft Oft oft oft Oft 0 Ft Oft Oft Oft 36 h /b,= 0.25 W3 DL w (plf) = 0.6MR ( # -ft) = 110 42768 0 0 0 0 0 0 0 0 M, ( # -ft) = W E 123183 82878 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 3816 1490 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STHD14 d�nde�,anChas� 55xJ 100th Street Sw, Suite 8 /Ok lokewood, WA 48499 7534N -23rD 189 of 212 Job # 15.033 Sheet: Designer TLC Date: ##### Checked: Date: Project: Yelm Creek Apartments Unit D: T2 DD Stairs 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 7.673 kips 142 #/ft Seismic (ASD): 4.91 kips 91 #/ft 1 i� L►11 ft 19 ft 19ft 16ft Oft Oft Oft Oft Oft Oft 54 h /b,= 0.474 W1 0.474 W1 0.563 W1 DL w (plf) = 0.6MR ( # -ft) = 120 12996 120 12996 120 9216 0 0 0 0 0 0 Mot ( # -ft) = FI #)= W E 24298 15549 611 138 W E 24298 15549 611 138 W E 20461 13094 726 250 W E 0 0 0 0 W E 0 0 0 0 W F 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 F( #)= No HD No HD No HD 1 0 0 1 0 0 0 0 0 0 0 0 0 0 3rd Floor: W1 Wind (ASD): 4.783 kips 231 #/ft Seismic (ASD): 4.421 kips 173 #/ft 1 HDUS l - = 9 ft 19 ft 19ft 16ft Oft Oft Oft Oft Oft Oft 54 h /b,= 0.474 W1 0.474 W1 0.563 W1 DL w (plf) = 0.6MR( # -ft)= 110 11913 110 11913 110 8448 0 0 0 0 0 0 M., ( # -ft) = F( #)= W E 39445 29548 2099 1091 W E 39445 29548 2099 1091 W E 33217 24882 2324 1310 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 MST37 MST37 MST37 2nd Floor: W2 Wind (ASD): 4.707 kips 318 #/ft Seismic (ASD): 2.216 kips 214 #/ft 1 9 ft 19 ft 19ft 16ft oft oft Oft Oft Oft Oft 54 h /b,= 0.474 W2 0.474 W2 0.563 W2 DL w (plf) = 0.6MR ( # -ft) = 110 11913 110 11913 110 8448 0 0 0 0 0 0 M., ( # -ft) = W E 54350 36567 W E 54350 36567 W E 45768 30793 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #)= 4393 2424 4393 2424 1 4731 2752 1 0 0 1 0 0 0 0 0 0 0 0 0 0 HDU5 HDUS 1 HDUS A pdeunnChase ¢53r 100. Street SW, suite a Lakewood, wA 98499 X53.7 +�•��ro 190 of 212 Job # 15 033 Sheet: Designer TLC Date: Checked: Date: Project: Yelm Creek Apanments Unit D: T1 end 0.5 0t) holdown dist from end Roof: W1 Wind (ASD): 2.918 kips 81 #/ft Seismic (ASDI: 1.867 kIDS 52 #/ft W1 Seismic (ASD): 0.843 kips 122 #/ft jj frli �I I .Y 4 9 ft 36 ft Oft Oft Oft Oft Oft Oft Oft Oft Oft 36 h /bs= 0.25 W1 36 h/b�= 0.25 W1 DL w (plf) = 0.61VIR ( # -ft) = 120 46656 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 26258 16803 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 0 F( #) _ -575 -841 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W E W E No HD W E M, ( # -ft) = 58734 39516 0 0 0 0 0 0 0 0 0 0 0 0 3rd Floor: W1 Wind (ASD): 1.819 kips 132 #/ft Seismic (ASD): 1.681 kips 99 # /ft F M= -129 -1238 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LI ft No HD 36 ft Oft Oft Oft Oft Oft I I— Oft Oft 0 ft 36 h/b = 0.25 W1 DL w (plf) = 0.6MR ( # -ft) = 110 42768 0 0 0 0 0 0 0 0 Mot ( # -ft) = W E 42627 31931 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F(#) =l -579 -1146 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD 2nd Floor: Wind (ASD): 1.79 kips 181 #/ft W1 Seismic (ASD): 0.843 kips 122 #/ft jj frli �I I 4 9 ft 36 ft Oft Oft Oft Oft Oft Oft Oft Oft 36 h/b�= 0.25 W1 DL w (plf) = 110 0.6MR ( # -ft) = 42768 0 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E M, ( # -ft) = 58734 39516 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F M= -129 -1238 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD I I I I I I 1 IAMIOR E""M se a rnucrun�u ENdinetniNd r.OFlr'Of+ATIC#! 55 .II+oah Strop! SW.5ulcca /M lakewwd. WA 98499 253 :1tx -2pa Project: Yelm Creek Apartments Unit D: L2 191 of 212 Job # 15 033 Sheet: Designec TLC Date: ##Ip7# Checked. Date: 0.5 (ft) holdown dist from end Roof: W1 Wind (ASD): 1.824 kips 107 #/ft Seismic (ASD): 1.701 kips 100 #/ft f LI 9 ft 6 f Eft Sft Oft Oft Oft Oft Oft Oft 17 h /b,= 1.5 W1 1.5 W1 1.8 W1 DL w (plf) = 0.61VIR ( # -ft) = 165 1782 165 1782 165 1238 0 0 0 0 0 0 Mat ( # -ft) = F( #)= W E 5794 5404 729 658 W E 5794 5404 729 658 W E 4828 4503 798 726 W E 0 0 0 0 W E 0 0 0 O W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 No HD No HD No HD 3rd Floor: W1 Wind (ASD): 1.137 kips 174 #/ft Seismic (ASD): 1.484 kips 187 k /ft 9 ft 6 f 6ft Sft Oft Oft Oft Oft Oft Oft 17 h /b,= 1.5 W1 1.5 W1 1.8 WI DL w (plf) = 0.6MR (ft-ft) = 290 3132 340 3672 175 1313 0 0 0 0 0 0 Mot ( # -ft) = F( #)= W E 9406 10118 1870 1929 W E 9406 10118 1772 1830 W E 7839 8432 2248 2308 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 MST37 IMST37 11VIST37 2nd Floor: W2 Wind (ASD): 1.119 kips 240 #/ft Seismic (ASD): 0.742 kips 231 #/ft f 9 ft 6 f 6ft Sft Oft Oft Oft Oft Oft Oft 17 h /bs= 1.5 W2 1.5 W2 1.8 W2 DL w (plf) = 0.6MR ( # -ft) = 290 3132 340 3672 175 1313 0 0 0 0 0 0 Mot ( # -ft) = F( #)= W E 12961 12476 3657 3627 W E 12961 12476 3461 3431 W E 10801 10396 4357 4326 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 W E 0 0 0 0 HDUS HDUS JHDU5 ALnde�st�nChase SS?t 1001• stmt Sw. Su11c 8 Lakewood, WA y8499 253-x1x -x ;so Project: Yelm Creek Apartments 192 of 212 Job # 15 033 Sheet: Designec TLC Date: ##### Checked. Date: 0.5 ifti holdown dirt from end Roof: W1 Wind (ASD): 1.631 kips 93 #/ft Seismic (ASD): 1.521 kips 87 #/ft W1 7 It ,1 LI 1 — 9 ft 6.5 ft l.__ Oft 7ft Oft Oft Oft Oft Oft Oft 17.5 h /b,= 1.385 W1 2.25 W1 1.286 W1 0(I DL w (plf) = 0.6MR ( # -ft) = 375 4753 375 1800 390 5733 0 0 0 0 0 0 Mot ( # -ft) = W E 5453 5086 W E 3356 3130 W E 5873 5477 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 F( #) = 117 55 445 380 22 -39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No HD No HD No HD E W E W E W F. W E W E W E W E W E rd Floor: W1 Wind (ASD): 1.017 kips 151 #/ft Seismic (ASD): 1.327 kips 163 #/ft 12199 11742 7507 7226 13136 12646 0 0 0 0 0 0 0 0 0 0 0 9 ft 2252 2227 6's ft Oft 7 f Oft Oft Oft 0 0 oft Oft 17.5 h /b,= 1.385 W1 5 W1 1.286 W1 j w (plf) = 0.6MR ( # -ft) = 325 4119 W E 372. 1788 W E 200 2940 W E 0 W E 0 W// f �DL 0 W E 0 W E 0 W E Mot ( # -ft) = 8654 9523 5446 5860 5 10256 0 0 ,q2' ° °0�� 0 0 0 0 0 0 0 0 F( #) = 906 956 1490 1543 103 1086 0 0 0 0 0 0 0 0 0 0 0 No HD MST37 No HD 2nd Floor: Wind (ASD): 1.001 kips 09 / W1 Seismic (ASD). 0.664 kips. 9 /Ft It 9 147 _ 6 .5 ft 0(I 1ft . 7 5 h /b,= 1.385 W1 .25 W1 1.286 W1 DL w (plf) = 325 372.5 200 0.6MR ( # -ft) = 4119 1788 2940 0 0 0 0 0 0 E W E W E W F. W E W E W E W E W E M #6 12199 11742 7507 7226 13136 12646 0 0 0 0 0 0 0 0 0 0 0 F(#)= 2252 2227 1 3124 3097 2605 2579 0 0 1 0 0 0 0 0 0 0 0 0 0, THD10 ISTHD14 $THD10 j 193 of 212 Andeirscoit'hase Job # 15 033 Sheet: TRU1-TUrik COnPOMTrptl 552[ Taco• Street 5w, Sultc 6 Desi ne[ TLC Date: ##### [rrk ewaod, wR 88497 8 �53-rrrx ;ro Checked: Date: Project: Yelm Creek Apartments Unit D: L3 (1�6►15EI7 0.5 Ifr) holdown dist from end Roof: W1 Wind (ASD): 1.631 kips 93 #/ft Seismic (ASD): 1.521 kips 87 #/ft I L I i 9 ft g ft 6.5 ft 6.5 ft Oft 7ft Oft Oft Oft Oft Oft Oft Oft 17.5 h /b,= 1.385 W1 2.25 W1 1.286 W1 DL w (plf) = 325 W2' DL w (plf) = 0.6MR ( # -ft) = 375 4753 375 1800 390 5733 0 0 0 0 0 0 4119 Mot ( # -ft) = W E 5453 5086 W E 3356 3130 W E 5873 5477 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 12199 11742 F( #)= 117 55 445 380 22 -39 0 0 0 0 0 0 0 0 0 0 0 0 2252 2227 3124 3097 No HD Preforated See attached calculation 0 0 0 0 0 0 0 0 0 0 3rd Floor: W1 Wind (ASD): 1.017 kips 151 #/ft Seismic (ASD): 1.327 kips. 163 #/ft 7F -- I 9 ft -- li 6.5 ft Oft 7ft Oft Oft Oft Oft Oft Oft 17.5 h /b,= 1.385 W1 2.25 1 1.286 DL w (plf) = 0.6 MR (4-ft) = 325 4119 372.5 LO-2— 1788 200 W2.. 2940 0 0 0 0 0 0 Mat (# -ft) = W E 8854 9523 W E 5448 5860 W E 9535 10256 W E 0 0 W E 0 0 W E 0 0 W E 0 D W E 0 0 W E 0 0 F( #)= 906 956 1490 1543 1036 1086 0 0 0 0 0 0 0 0 0 0 0 0 No HD Preforated See attached calculation 2nd Floor: W1 Wind (ASD): 1.001 kips 209 #/ft Seismic (ASD): 0,664 kips 201 #/ft 9 ft 6.5 ft Oft 7ft Oft Oft Oft Oft Oft 0 Et 17.5 h /b,= 1.385 2.25 ® 1.286 (03 DL w (plf) = 325 W2' 372,5 �3 200 k'3 0.6MR ( # -ft) = 4119 1788 2940 0 0 0 0 0 0 Mot ( # -ft) = W E 12199 11742 W E 7507 7226 W E 13138 12646 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E [1 0 W E 0 0 F( #)= 2252 2227 3124 3097 2605 2579 0 0 0 0 0 0 0 0 0 0 0 0 STHDID I Preforated See attached calculation AndersonChase, Inc Sheet of a structural engineering corporation DesigneO90y:f 212 5521 100th St SW Suite B Date Lakewood, WA 98499 253 -212 2310 (office) Project: Job #: Perforated Shearwall Calculation Location: Unit D: L3 - 3rd floor W Desigination } W P= 1.023 Kips 93 plf b= 16.00 bt bo b2 1.00 5.00 7.0( 0.19 0.19 W1 0.14 0.24 W1 .43 W1 0.14 I 0.24 r W1 0.37J 0.37 hi= 1.00 ho= 6.00 h= 9.00 h2= 44 2.0 1.02 ry� Shear nailing f� ra f 0.01 � 192 PLg 0.01 0.19 W1 0.19 - 0.02 0:04 - 0.37 0.12 �� 0.20 0.65 0.56 93 PLF 0.56 0.56 93 PLF 0.56 W1 0 W1 i 0.12 1 02 0,20 0.01 002 IN 0.04 037 Shear Nailing for Transfer 0.37 192 PLF W1 0.01 t 1.02 0.58 IOK 1 0.58 OK 93 PLF 93 PLF AndersonChase, Inc Sheet of a structural engineering corporation DesigneOgO) LzL? 5521 100th St. SW, Suite B Date: Lakewood, WA 98499 253 -212 2310 (office) Project: Job# Perforated Shearwall Calculation Location: Unit D: U - 2nd floor W oesigination v . b= 12.00 bt bo bZ P= 1 141 Kips 4.00 5.00 3.00 0.3 0.33 163 plf W2 0.43 .3 W1 L/I .08 W1 I 0.43 0.33 fi W2 ■I 0.6Y L _0.65 -0.04 1.14 ht= 1.00 ho= 6.00 h= 9.00 hz= 200 Shear nailing for transfer 326 PLF 0.33 W2 0.33 -0.04 163 PLF 0.65 027 0.20 0.49 Ok 0.98 163 PLF 0.98 0.98 163 PLF 0.98 W1 0 W1 � E E 0.27 1.14 0.20 -0.08 -0.16 -0.12 0.65 Shear Nailing for Transfer 0.65 326 PLF W2 -0.08 163 PLF 1.14 0.86 IOK 1 0.86 OK AndersonChase, Inc Sheet of a structural engineering corporation DesigneUVf?j? 5521 100th St. SW, Suite B Date: Lakewood, WA 98499 253 -212 2310 (office) Project: _ Job #: Perforated Shearwall Calculation Location: Unit D: D -I st floor W Desigination b b= 16.00 bi b bo b bz P= 2.299 Kips 4.00 5 5.00 7 7,00 0.4k] 1 .42 93 163 209 plf W W3 1;06-5 . 0.31 0.01 CZ L (o aiTTll+cp � r'c.� hl= 1 00 ho 6.00 h= 9.00 hz= 200 1 Shear nailing for transfer 431 PLF 0.42 W3 0.42 005 0 09 - 0.01 209 PLF 0.84 0.26 0.46 1.46 1 25 209 PLF 1.25 1.25 T 209 PLF 1.25 W1 0 W1 0.26 2.30 0.46 0.03 . - -D. - t 0.05 0.09 0.84 Shear Nailing for Transfer 0.84 431 PLF W3 0.03 209 PLF 230 1.29 IOK 1 1.29 OK Unit D: Perforated Shear wall B Holddowns Roof 1.631 k 4 5 Top will be simple shear wall segments Perforated NOT USED 3rd Floor 1.327 k 4 5 0.5 ft dead 375 plf 7 B (revised) dead 372.5 plf 7 9 0.83 197 of 212 Mot = 14.68238 k -ft Mr= 48 k -ft F- - 0.910814 k No Holdown Mot = 42.66533 k -ft 9 Mr= 95.68 k -ft F- - 0.95114 k No Holdown dead 0.83 2nd Floor 1.001 k 372.5 plf 4 5 7 Mot = 80.75738 k -ft Mr= 143.36 k -ft 9 F= - 0.346646 k STHD10 AndersenChase L rd A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT O N %T D D I ArP 4kaA 4m DV C r d M11 $ri u #41-r (3 s s►�avi-Ij. rt 0 o F J) 1AP4 V'k- 198 of 212 JOB # DESIGNED DATE CHECKED. DATE N 36 � t norg ;6xZ4r Li4TL � "L L ■AD 4.� x - 414 � 360 K 2--92.4 - t• _.l f i I .. i •- —: — t i i f 1 l f f <-- L* 0 4 W I ND d oY #%4-1 1 rao0F D aAP1n'014" Anciersonchase A Structural Engineering Corporation �. 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT CH,7P -Q +c, 4 X kj1 199 of 212 JOB # DESIGNED DATE CHECKED DATE 27 Y36 4 rj G L C Gi' tJt-N f L 3 L N 4- — v r L-o tJ 5 C' �r •'L'�L l ar, PLA-ror . C3 C& \V s LA11� �aLl Fv0" G�'r -1' 5TV.-0tj4;�Z' C. ^F C -,>, Z- 0c)'VL•F 7 . 1`s 0 13 �- Clc i �l I Illr � .� ..I...i .i . i I— •� ?�i i .i. -I1 1-4 I f{ - I � I I � � I I I t I 20 AnderscnChase JOB # SHEET0 of 212 OF A STRUCTURAL ENGINEERING CORPORATION 552 1 SUITE 6 100TH ST SW; LAKEWOOD, WA 98499 DESIGNED DATE PROJECT CHECKED DATE u Tt �{ i _ -�.CI + is i L b; C7 4- 41 4v! [A q. b, v� lto v t) -7 67P i t i I T.T i �II LA 4- 44x� I t I _11- -pi fl, V*t 4-Oi i i+ Y 4 -7 + FT 4-. . .. ... I PJ J_ T r - j J-P Lj + 4 Ti .I I T I T 11 di I [tL I L2 5521 100'h Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 201 of 212 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: kz�,,C>2.5 Foundation Structural Calculations AnderscnChase Sheet l of A Structural Engineering Corporation Date: 8/1/2007 5521 - Suite e - 100th St SW; Lakewood, WA 98499 Design By: YHW AnaerscnChase 202 of 212 A Structural engineering Corporation JOB # $521 - Suite 8 - 1001h $t SW; Lakewood, WA 98499 DESIGNED DATE PROJECT L� CL r' l� CHECKED DATE AnaersenChase k- A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT C t-1 c k S T� -*.r► S k- JOB # DESIGNED CHECKED DATE DATE 203 of 212 v 3 k 4. 0 1$ �� C �.� 3 ,.va z FT r v W- ] 1 1?- bIC ( 0 .2. AndersienChase A Structural Engineering Corporation 5521 - Suite B - tooth St SW; Lakewood, WA 98499 PROJECT C.rur 4 �i. 'FT& id Sir 204 of 212 JOB # DESIGNED DATE CHECKED DATE to47. R LINT-. 13AIk cw - '14- G o aT . I)PrK Gen 13 K &A (Bra M-AW 6410 = ��--- ) (�- 5 0 o P s� 3-� S O P LF- f z. fay 0"1 NT ova CoRizollok, F T � Y T.� ,Anaersmajase A Structural Engineering Corporation 5521 - Suite B - 100th St SW; Lakewood, WA 98499 PROJECT JOB # DESIGNED. CHECKED _ 205 of 212 DATE DATE LO.A�bS F-D 1q, L/j7 T di S AAA— 0 W W THEL 5N �7 OF. COLUM ,A LC. S-Ep THE 'SHFIF-Ts Por-',, TooT104 -D-S�4JS� T70 VQ, CoLUMN' S TTTz o N 6 x T. ST6►ry w�L,l, 24 ` SJ 2.o' '� �cA►p = PSr- >( LXa Z Sno rsT- x -+. 3 3' X ig% L all- -5 A'y -v-,'F p o 1,j -r La^o or + U N bo iR l o^o W x L ��CA �k COLUMN FOOTING TABLE MK FTG SIZE DEPTH REINF BOT REINF - EA WAY ALLOWABLE LOAD KIPS F2.0 2'- 0 "x2' -0" 12" (2) - #4 x 1' -6" I O F2.5 2'- 6 1px2' -6" 12" (3) - #4 x 2' -0" F3.0 30- 0 "x3' -0" 12" (4) - #4 x 2' -6" 2 Z. S F3.5 3'- 6 "x3' -6" 12" (5) - #4 x 3' -0" 3c>, GK F4.0 41- 0 0px4' -0" 12" (4) - #5 x 3' -6" 4 o k , F4.5 4'- 6 "x4' -6" 12" (6) - #5 x 4' -0 "p F5.0 5'- 0 "x5' -0" 14" (6) - #5 x 4' -6" BASED ON: f'c = 2500 PSI CONCRETE ALLOWABLE SOIL BEARING PRESSURE =2 50a PSF WHERE LOADS INCLUDE EFFECTS OF WIND OR EARTHQUAKE THE ALLOWABLE LOADS MAY BE INCREASED 1.33 TIMES THE TABLED VALUES FOOTING SIZES CALLED OUT PER PLAN MAY BE INCREASED IN SIZE ® CONTRACTOR'S OPTION FOR PURPOSES OF SIMPLIFYING FORMWORK I I I� COLUMN GMWUMER PLAN I I I 4 I � I f VERIFY MINIMUM DEPTH -7 I J W/ GEOTECH I I DEPTH PER TABLE X. - --_- ----------------'- 3" CLR 18" MIN OF PER PLAN / TABLE CONTROLLED CONTINUOUS WALL FTG COMPACTED FILL BEYOND REINF PER TABLE (2) - #4 EA WAY MIN U.N.O. SOILS ENGR SHALL APPROVE SUBSTRATE PSF (MIN) ALLOWABLE SOIL MATERIALS & METHODS OF PREPARATION SOIL BEARING PRESSURE PER DESIGN. & CONFIRM THAT ALLOWABLE DESIGN SOIL PRESSURES ARE ACHIEVED & APPROPRIATE FOR THE FIELD CONDITIONS. TYP 1NT HOOTING f 212 207 of 212 PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: I'S. o Z� DATE: 07/30/08 DESIGN BY: YHW F2.5 SQ FTG SINGLE �OMINGDF -SIGN TABLE : LOCATION Typ 2'6" x 2'6" LOADS COLUMN LOAD: COLUMN LOAD: ULTIMATE FACTOR ULT COLUMN LOAD CONCRETE SPECS FOOTING SIZE 4.6 KIPS DL 11.0 KIPS LL LENGTH: 2.50 FT 1.40 DL 1.7 LL WIDTH: 2.50 FT 25.1 KIPS AREA: 6.25 SF DEPTH: 8 IN COLUMN DATA F'c: 2500 PSI Fy: 60000 PSI d: (DEPTH- 3.5 "): 4.50 IN SOIL ALLOW. BEARING: 2.50 KSF ACTUAL BEARING: 2.50 KSF ULT BEARING: 4.02 KSF OK CONCRETE BEAM; SHEAR Vu21: 6.29 Vu2w: 6.29 Vu2 (max) : 6.29 Vc2: 11.48 OK FOOTING SUMMARY: USE A 2' LENGTH: 6 IN WIDTH: 6 IN CONCRETE PUNCHING SHEAR Vul: 22.06 KIPS bo: 42 IN Vc1: 32.13 KIPS OK WIDTH LENGTH CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Muw: 5.03 K -FT Mul: 5.03 K -FT As: 0.34 IN2 As: 0.34 IN2 AS /FT: 0.14 IN2 /FT AS /FT: 0.14 IN2 /FT 6" x 2' - 6" x 8" THICK FTG WITH (2) - #4 BARS EACH WAY PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: F3.0 SQ FTG LOADS COLUMN LOAD: 6.5 KIPS DL COLUMN LOAD: 16.0 KIPS LL ULTIMATE FACTOR: 1.40 DL 1.7 LL ULT COLUMN LOAD: 36.3 KIPS CONCRETE SPECS F'c: 2500 PSI Fy: 60000 PSI d: (DEPTH- 3.5 "): 4.50 IN SOIL ALLOW. BEARING: 2.50 KSF ACTUAL BEARING: 2.50 KSF ULT BEARING: 4.03 KSF OK CONCRETE BEAM; SHEAR Vu21: 10.59 Vu2w: 10.59 Vu2(max): 10.59 Vc2: 13.77 OK FOOTING SUMMARY: USE A 3' 208 of 212 SHEET OF DATE: 07/30/08 DESIGN BY: YHW LO ATTON Typ 3' 0" x 3' 0" FOOTING SIZE LENGTH: 3.00 FT WIDTH: 3.00 FT AREA: 9.00 SF DEPTH: 8 IN COLUMN DATA LENGTH: 6 IN WIDTH: 6 IN CONCRETE PUNCHING SHEAR Vu1: 33.21 KIPS bo: 42 IN Vc1: 32.13 KIPS NG 3.4 % WIDTH LENGTH CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Muw: 9.45 K -FT Mul: 9.45 K -FT As: 0.54 IN2 As: 0.54 IN2 AS /FT: 0.18 IN2 /FT AS /FT: 0.18 IN2 /FT 0" x 3' - 0" x 8" THICK FTG WITH (3) - #4 BARS EACH WAY PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: IS. p p-2-p,- F3.3 SQ FTG LOADS 209 of 212 SHEET OF DATE: 07/30/08 DESIGN BY: YHW LOCATTON Typ 3' 6" x 3' 6" FOOTING SIZE COLUMN LOAD: 9.1 KIPS DL COLUMN LOAD: 21.5 KIPS LL LENGTH: 3.50 FT ULTIMATE FACTOR: 1.40 DL 1.7 LL WIDTH: 3.50 FT ULT COLUMN LOAD: 49.3 KIPS AREA: 12.25 SF DEPTH: 10 IN CONCRETE SPECS COLUMN DATA F'c: 2500 PSI LENGTH: 6 IN Fy: 60000 PSI WIDTH: 6 IN d: (DEPTH- 3.5 "): 6.50 IN SOIL CONCRETE PUNCHING SHEAR ALLOW. BEARING: 2.50 KSF Vu1: 44.92 KIPS ACTUAL BEARING: 2.50 KSF bo: 50 IN ULT BEARING: 4.02 KSF Vcl: 55.25 KIPS OK OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Vu21: 13.50 Muw: 15.84 K -FT Mul: 15.84 K -FT Vu2w: 13.50 As: 0.74 IN2 As: 0.74 IN2 Vu2(max): 13.50 AS /FT: 0.21 IN2 /FT AS /FT: 0.21 IN2 /FT Vc2: 23.21 OK FOOTING SUMMARY: USE A 3' -6" x 3' - 6" x 10" THICK FTG WITH (4) - #4 BARS EACH WAY PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: ,,E2,p'j9"j F4.0 SQ FTG EIAiGLE FOOTING DE52GN TABLE LOADS COLUMN LOAD: 12.0 KIPS DL COLUMN LOAD: 28.0 KIPS LL ULTIMATE FACTOR: 1.40 DL 1.7 LL ULT COLUMN LOAD: 64.4 KIPS CONCRETE SPECS F'c: 2500 PSI Fly: 60000 PSI d: (DEPTH- 3.5 "): 8.50 IN SOIL 12 IN ALLOW. BEARING: 2.50 KSF ACTUAL BEARING: 2.50 KSF ULT BEARING: 4.03 KSF 24.65 OK Mul: 210 of 212 SHEET OF DATE: 07/30/08 DESIGN BY: YHW r,OCATTON Typ 4' 0" x 4' 0" FOOTING SIZE LENGTH: 4.00 FT WIDTH: 4.00 FT AREA: 16.00 SF DEPTH: 12 IN COLUMN DATA LENGTH: 6 IN WIDTH: 6 IN CONCRETE PUNCHING SHEAR Vul: 58.52 KIPS bo: 58 IN Vc1: 83.81 KIPS OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM: BENDING CONCRETE BEAM; BENDING Vu21: 16.77 Muw: 24.65 K -FT Mul: 24.65 K -FT Vu2w: 16.77 As: 0.88 IN2 As: 0.88 IN2 Vu2(max): 16.77 AS /FT: 0.22 IN2 /FT AS /FT: 0.22 IN2 /FT Vc2: 34.68 OK FOOTING SUMMARY: USE A 4' -0" x 4' - 0" x 12" THICK FTG WITH (5) - #4 BARS EACH WAY 211 of 212 PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: tS,r -2gs DATE: 07/30/08 DESIGN BY: YHW F4.5 SQ FTG SINGLE FOOTING DESIGN 'ART -E LOCATION Typ 4' 6" x 4' 6" LOADS COLUMN LOAD: 13.5 KIPS DL COLUMN LOAD: 37.1 KIPS LL ULTIMATE FACTOR: 1.40 DL 1.7 LL ULT COLUMN LOAD: 82.0 KIPS CONCRETE SPECS F'c: 2500 PSI Fy: 60000 PSI d: (DEPTH- 3.5 "): 8.50 IN SOIL 12 IN ALLOW. BEARING: 2,50 KSF ACTUAL BEARING: 2,50 KSF ULT BEARING: 4.05 KSF 36.43 OK Mul: FOOTING SIZE LENGTH: 4.50 FT WIDTH: 4.50 FT AREA: 20.25 SF DEPTH: 12 IN COLUMN DATA LENGTH: 6 IN WIDTH: 6 IN CONCRETE PUNCHING SHEAR Vul: 76.06 KIPS bo: 58 IN Vc1: 83.81 KIPS OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Vu21: 23.53 Muw: 36.43 K -FT Mul: 36.43 K -FT Vu2w: 23.53 As: 1.31 IN2 As: 1.31 IN2 Vu2(max): 23.53 AS /FT: 0.29 IN2 /FT AS /FT: 0.29 IN2 /FT Vc2: 39.02 OK FOOTING SUMMARY: USE A 4' -6" x 4' - 6" x 12" THICK FTG WITH (5) - #5 BARS EACH WAY 212 of 212 PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: 11$ DATE: 07/30/08 DESIGN BY: YHW F5.0 SQ FTG SINGLE FOOTING DESIGN TABLE _ LO ATTON Typ 5' 0" x 5' 0" LOADS COLUMN LOAD: COLUMN LOAD: ULTIMATE FACTOR ULT COLUMN LOAD CONCRETE SPECS 16.7 KIPS DL 45.8 KIPS LL 1.40 DL 101.2 KIPS F'c: 2500 PSI Fy: 60000 PSI d: (DEPTH- 3.5 "): 10.50 IN SOIL ALLOW. BEARING: 2.50 KSF ACTUAL BEARING: 2.50 KSF ULT BEARING: 4.05 KSF OK FOOTING SIZE LENGTH: 5.00 FT 1.7 LL WIDTH: 5.00 FT AREA: 25.00 SF DEPTH: 14 IN COLUMN DATA LENGTH: 6 IN WIDTH: 6 IN CONCRETE PUNCHING SHEAR Vu1: 93.58 KIPS bo: 66 IN Vc1: 117.81 KIPS OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM: BENDING Vu21: 27.84 Muw: 51.25 K -FT Mul: 51.25 K -FT Vu2w: 27.84 As: 1.48 IN2 As: 1.48 IN2 Vu2(max): 27.84 AS /FT: 0.30 IN2 /FT AS /FT: 0.30 IN2 /FT Vc2: 53.55 OK FOOTING SUMMARY: USE A 5' -0" x 5' - 0" x 14" THICK FTG WITH (5) - #5 BARS EACH WAY