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Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D ) 7140 SW Queen Lane Engineer: DMH Project ID: 1149 s Beaverton,OR 97008 Project Descr: Tuckunder plans 1 IL . ' (971)645-0901 l ire dermis@vistaslructural.com PrhtecL 14 JAN 2015, 117AM " V,0,„ . ,„ file clUsersDennis1DOCUME 11ENERCA 1!1149.ec6 wv 9 ueam • n • ,,. �, ...-�'t�3C1+LG 1t+J��i20t4,Bw'Id.61+I.�i 181t',,„:.#6.14-vi. .18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:header above left side of porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M lb F'b V fv Fv +D+0.750L+0.750S+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.692 0.242 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.57 859.41 1242.00 1.08 50.05 207.00 +0+0.60W+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.189 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 325.79 1728.00 0.41 19.15 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.189 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 325.79 1728.00 0.41 19.15 288.00 +D+0.750Lr+0.750L+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.262 0.091 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.88 452.17 1728.00 0.56 26.12 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.497 0.174 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.57 859.41 1728.00 1.08 50.05 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.497 0.174 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.57 859.41 1728.00 1.08 50.05 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.113 0.040 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.81 195.48 1728.00 025 11.49 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.113 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.81 195.48 1728.00 025 11.49 288.00 Overall MaximumPeflecb©ns , _._ .4. Load Combination Span Max. - Deft Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.1261 4.467 0.0000 0.000 ,VeliticaI Reac40115 ,, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Omum 1253 0.983 Overall MINimum 0223 0.156 +O+H 0.470 0.369 +D+L+H 0.693 0.524 +O+Lr+H 0.470 0.369 +D+S+{H 1253 0.983 +D+0.750Lr+0.750L+H 0.637 0.485 +D+0.750L+0.750S+H 1225 0.946 +0+0.60W41 0.470 0.369 +0+0.70E41 0.470 0.369 +D+0.750Lr+0.750L+0.450W+H 0.637 0.485 +D+0.750L+0.750S+0.450W+H 1225 0.946 +D+0.750L+0.750S+0.5250E+H 1225 0.946 +0.60D+0.60W+0.60H. 0282 0221 +0.60D+0.70E+0.60H 0282 0221 D Only 0.470 0.369 Lr Only L Only 0223 0.156 S Only 0.783 0.614 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D j,,, 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com y JA 1 2115 AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Beam supporting 2x6 pony wall above great room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PrIl 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 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1 D(0.12)L(0.08)S(0.2) i 0(0.08) •. „,..�... ..,.�...,.v,.. ,_,w ..... �r..,„_,.,,t , ._. ... ,,.,.u, .. .<....a,.., 5.5x10.5 • Span=14.50 ftF411141-1-5W-4 APpirec# 7 „ . „i , NN Service loads entered.Load Factors will be applied for calculation Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(Wall dead load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof load) Design OK Maximum Bending Stress Ratio = 0.47a 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 tb:Actual = 1,319.75 psi fv:Actual = 70.34 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.250ft Location of maximum on span = 0.000 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.210 in Ratio= 830 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 •• Max Downward Total Deflection 0.443 in Ratio= 392 Max Upward Total Deflection 0.000 in Ratio= 0 <240 • • iii*ilfUlt31 1*g*fi ff*: g8 in3tt0f - - - - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv F1r +D+H 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.308 0.148 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.60 664.43 2160.00 1.36 35.41 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.381 0.184 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.70 914.08 2400.00 1.88 48.72 265.00 +1)+Lr4$ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.221 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.60 664.43 3000.00 1.36 35.41 331.25 +D+S4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.467 0.225 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.85 1,288.55 2760.00 2.64 68.68 304.75 +0+0.750Lr f 0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.284 0.137 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.17 851.66 3000.00 1.75 45.39 331.25 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D f 1 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans �,/ (971)645-0901 t� 'Ve dennis@vistastructural.com '-`,,........,' Prided 14 JAN 2015, 1:17AM � *,A B ,... .., r . . sltheri1DenmslDOCUME 11ENERCA 111149.ec6 r,,,,,,,,,,0„...* ,,,,3 �, 7 „xr _ s _ «i,., .., „gym, . .,,., . i.`_ C '932014 Budd;6141118V 141118 &Lic.#:KW-06010523 '.. Licensee:Vista Structural Engineering,LLC Description: 40A:Beam supporting 2x6 pony wall above great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr CM C t C L M fl) Pb V iv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.478 0.231 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.11 1,319.75 2760.00 2.71 70.34 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.173 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.60 664.43 3840.00 1.36 35.41 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.173 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.60 664.43 3840.00 1.36 35.41 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.222 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.17 851.66 3840.00 1.75 45.39 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.344 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.11 1,319.75 3840.00 2.71 70.34 424.00 +0+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.344 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.11 1,319.75 3840.00 2.71 70.34 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.104 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 398.66 3840.00 0.82 21.25 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.104 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 398.66 3840.00 0.82 21.25 424.00 Overall M kimum Deflections Load Combination Span Max -"Defla Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.7505+0.5250E+H 1 0.4430 7.303 0.0000 0.000 1/ert al 14aCt1linS Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)6mum 3.066 3.066 Overall MINimum 0.580 0.580 +D+H 1.544 1.544 +D+L+H 2.124 2.124 +D+Lr+H 1.544 1.544 +D+S+H 2.994 2.994 +D+0.750Lr+0.750L+H 1.979 1.979 +D+0.750L+0.750S+H 3.066 3.066 +D+0.60W+H 1.544 1.544 +D+0.70E+11 1.544 1.544 +D+0.750L1+0.750L+0.450W41 1.979 1.979 +D+0.750L+0.750S+0.450W+1i 3.066 3.066 +0+0.750L+0.7505+0.5250E+H 3.066 3.066 +0.60D+0.60W+0.60H 0.926 0.926 +0.60D+0.70E+0.60H 0.926 0.926 D Only 1.544 1.544 Lr Only L Only 0.580 0.580 S Only 1.450 1.450 W Only E Only H Only I Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 1,4%:,,I 7140 SW Queen Lane Engineer. DMH Beaverton,OR 97008 Project Descr. Tuckunder plans Project ID: 1149 (,.. (971)645-0901 ,,,,,.,,,,.1) dennis@vistastructural.com Prht 14 JAN 2015, 1:17AM w .� Ifs a H ;, r�r"� ;' f E N a tr c w tENI5ViAte9cc+Y ��X S tt�_ ... 4°vo1,8,,, Ott g Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:header header above attic access,bedroom#3 walk-in closet Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ------------ -- ----------- ------+ 0(0..2175)L(0.145)S(0.3625) i - - ---- -- A A 22,6 span=20fl rhls g ; sA Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft ESSGNSIJMMARY x . y * , Design OK Maximum Bending Stress Ratio = 0.176 1 Maximum Shear Stress Ratio = 0.144: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 113:Actual = 237.27 psi fv:Actual = 29.77 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +0+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.000ft Location of maximum on span = 1.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 12168 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.003 in Ratio= 7374 i Max Upward Total Deflection 0.000 in Ratio= 0<240 ,8X 0111 ' S. t1 LS 11:4.... , t**11 tGt Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i Cr C m C t C L M fb Fb V fv F'v +0+H 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.082 0.067 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.11 8628 1053.00 0.12 10.82 162.00 +D+1+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.123 0.100 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.18 143.80 1170.00 0.20 18.04 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.059 0.048 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.11 8628 1462.50 0.12 10.82 225.00 +1J+S4I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.171 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.29 230.08 1345.50 0.32 28.87 207.00 +0+0.750Lr+0.7501.41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.088 0.072 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.16 129.42 1462.50 0.18 16.24 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.176 0.144 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.27 1345.50 0.33 29.77 207.00 9 j Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D I \ 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com '444„, ,.4" Need 14 JAN 2D15, t:17AMM Arts ' fi V,U°se rtIDenmstDoc1R N 11149 ec8 . .. .6 .,., ,,,'' ,m. ate,- '' ,. �,r- ietCALC, :Vis3.2Stru J ural Eno& 3ing,18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:header above attic access,bedroom#3 walk-in closet Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M tb Pb V iv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.046 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 86.28 1872.00 0.12 10.82 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.046 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 8628 1872.00 0.12 10.82 288.00 +D+0.750Lr+0.750L+0.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.069 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 129.42 1872.00 0.18 16.24 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.127 0.103 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.27 1872.00 0.33 29.77 288.00 +1J+0.750L+0.7505+0.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.127 0.103 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.27 1872.00 0.33 29.77 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.028 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 51.77 1872.00 0.07 6.49 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.028 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 51.77 1872.00 0.07 6.49 288.00 Overall Maximum Deflections Load Combination Span Max."-"Clef! Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0033 1.007 0.0000 0.000 r/EI'�ICaI REaCt1011$ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 0.598 0.598 Overall MINimum 0.131 0.131 +D+H 0218 0218 +D+L+H 0363 0.363 +D+Lr+H 0218 0218 +D+S+H 0.580 0.580 +D+0.750Lr+0.750L+H 0.326 0.326 +D+0.750L+0.750S+H 0.598 0.598 +D+0.60W+H 0218 0218 +D+0.70E+H 0218 0218 40+0.750Lr+0.750L+0.450W+H 0.326 0326 +D+0.75DL+0.750S+0.450W+H 0.598 0.598 +D+0.750L+0.750S+0.5250E+H 0.598 0.598 +0.60D+0.60W+0.60H 0.131 0.131 +0.60D+0.70E+0.60H 0.131 0.131 D Only 0218 0218 Lr Only L Only 0.145 0.145 S Only 0.363 0.363 W Only E Only H Only • Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 f Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis©vistastructural.com Prided 14 JAN 2015, 1:17AM ifiA * tIN gsr7 . .at3 b�s � 1 '�11 tlt4w"� A " ti, z ^�4w.#;-ws1 14 ,6s . v k* .r� , �an _ , 3mf , IN ffit464 g M�4 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LIC Description: 40A:header above rear wall of bedroom#2 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.2175)L(0.145)S(0.3625) ------- - - --- Iv + 4, A A 2-2A0 Span=6.0ft '�fe-iGati$ e llif` . .. ` OR rt pP � �, ,� Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft b. 4 Mii1ARY ,, Design OK Maximum Bending Stress Ratio = 0.663 1 Maximum Shear Stress Ratio = 0.349 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 754.97 psi fv:Actual = 72.21 psi FB:Allowable = 1,138.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio= 2143 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 1299 Max Upward Total Deflection 0.000 in Ratio= 0 <240 ...�,.. o;I' s&. i asses: ,j1 4 i lrt Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fir FY +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.308 0.162 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.98 274.54 891.00 0.49 26.26 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.462 0.243 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.63 457.56 990.00 0.81 43.77 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.222 0.117 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.98 274.54 1237.50 0.49 26.26 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.643 0.338 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.61 732.10 1138.50 1.30 70.03 207.00 +0+0.750Lr+0.750L41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.333 0.175 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.47 411.80 1237.50 0.73 39.39 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.011 1 0.663 0.349 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.97 1138.50 1.34 72.21 207.00 • Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 i 44Project Descr. Tuckunder plans (971)645-0901 ';, dennis@vistastructural.com ` Prhtedt 14 JAN 2015, 1:17AM .,. ._ .IM..n.; .., ,.� fiq cc C_ OtTIOP 1lgNCA.1111496WoodSeam 4 , CALCIN1± '2014.Bu8dx14f~*Virt41118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:header above rear wall of bedroom#2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M tb Fb V fv F'v +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.173 0.091 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.98 274.54 1584.00 0.49 26.26 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.173 0.091 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.98 274.54 1584.00 0.49 26.26 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.260 0.137 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.47 411.80 1584.00 0.73 39.39 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.477 0.251 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.97 1584.00 1.34 72.21 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.477 0.251 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.97 1584.00 1.34 72.21 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.104 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.59 164.72 1584.00 0.29 15.76 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.104 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.59 164.72 1584.00 0.29 15.76 288.00 --Overall M xtmum Deflections POlaiii?iiiii4M1:40i7,;;;ZiNiaiii0 Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0554 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.794 1.794 Overall MINimum 0.392 0.392 +D+H 0.653 0.653 +D+L+H 1.088 1.088 +D+Lr+H 0.653 0.653 +D+S+H 1.740 1.740 +D+0.750Lr+0.750L+H 0.979 0.979 +D+0.750L+0.750S+H 1.794 1.794 +D+0.60W+H 0.653 0.653 +D+0.70E+H 0.653 0.653 +D+0.750Lr+0.750L+0.450W+H 0.979 0.979 +0+0.750L+0.750S+0.450W41 1.794 1.794 +O+0.750L+0.750S+0.5250E41 1.794 1.794 +0.60D+0.60W+0.60H 0.392 0392 +0.60D+0.70E+0.60H 0.392 0392 D Only 0.653 0.653 Lr Only L Only 0.435 0.435 S Only 1.088 1.088 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D r t 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans < , (971)645-0901 . dennis@vistastructural.com Printed 14 JAN 2115, 1:17AM l t �,: f 1G1c 1 111414 4:?, - itCr i_14.1 1C &!?s.,.�-a,_ xiE.� ...�. :.�.»m-..�,,i�."r. < ,.- ,, ., ,✓ r.: �u,��.'rL �.,, �-c�'.,�;�r5r.. x�rr� �t Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Beam above back of great room supporting wall above Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Pr!! 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 Ft 1100 psi Density 32.21 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling l .1 D(0.2175)L(0145)S(0.3625) y i ♦ ♦ + ♦ j D(0.096) i a ...... ',. s�..,�.,.2 .�,.d..,,..,e.��. ,.,c,.,.Zz�....i �2�.>�=.+^,u✓rz..,...� ., _s �,c,C.-.a,..._._..a..: ..azs`.,.,z..w..�tss w ..�4:, ..,1.,�. __..�..4.. ,vsz'rLr s s's• 5.5x18 • Span=21.50 fta Aii0i!'i o si. AFORTRIMIWVITAtg Service loads entered.Load Factors will be applied for calculation Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof Truss Load) ai1G%i1 '-'1' ; 5 X _ Design OK Maximum Bending Stress Ratio = 0.637: 1 Maximum Shear Stress Ratio = 0.330: 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 1,672.20psi fv:Actual = 100.49 psi FB:Allowable = 2,625.49 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10.750ft Location of maximum on span = 20.009 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.364 in Ratio= 708 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.720 in Ratio= 358 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0++1 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.381 0.197 0.90 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 2054.74 3.11 47.09 238.50 +D+L+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.491 0.254 1.00 0.951 1.00 1.00 1.00 1.00 1.00 27.77 1,122.11 2283.04 4.45 67.43 265.00 +D+Lr+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.275 0.142 1.25 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 2853.80 3.11 47.09 331.25 +D+S+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.621 0.321 1.15 0.951 1.00 1.00 1.00 1.00 1.00 40.34 1,629.89 2625.49 6.46 97.94 304.75 +0+0.7501r+0.750L+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.364 0.188 1.25 0.951 1.00 1.00 1.00 1.00 1.00 25.68 1,037.48 2853.80 4.11 62.34 331.25 1 I Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D j# 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans `4 (971)645-0901 a I dennis@vistastructural.com .m - Printed:14 JAN 2115, 1:17AM 'ol tg511i1 r ` • : Fie c ser?;10ermatROC1iM it3dB2CR�111 9ec6 ,,,,,1,,,,,,,,..-„,_,. x. .,..� ,,..x:, .. ..u,- W i ..,� .. ., ,Z,i sA:.. .ENERCALCINC 1 2014 ai41tL6:141118,,iYei'6.1431.18,; Lic.#:KW-060!0523 Licensee:Vista Structural Engineering,LLC Description: 40A:Beam above back of great room supporting wall above Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fb V fv Fv +D+0.750L+0.750S+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.637 0.330 1.15 0.951 1.00 1.00 1.00 1.00 1.00 41.39 1,672.20 2625.49 6.63 100.49 304.75 +D+0.60W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.215 0.111 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 3652.86 3.11 47.09 424.00 +D+0.70E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.215 0.111 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 3652.86 3.11 47.09 424.00 +D+0.750Lr+0.750L+0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.284 0.147 1.60 0.951 1.00 1.00 1.00 1.00 1.00 25.68 1,037.48 3652.86 4.11 62.34 424.00 +D+0.750L+0.750S+0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.458 0.237 1.60 0.951 1.00 1.00 1.00 1.00 1.00 41.39 1,672.20 3652.86 6.63 100.49 424.00 +D+0.750L+0.750S+0.5250E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.458 0.237 1.60 0.951 1.00 1.00 1.00 1.00 1.00 41.39 1,672.20 3652.86 6.63 100.49 424.00 +0.60D+0.60W+0.60H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.129 0.067 1.60 0.951 1.00 1.00 1.00 1.00 1.00 11.64 470.16 3652.86 1.86 28.25 424.00 +0.60D+0.70E+0.60H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.129 0.067 1.60 0.951 1.00 1.00 1.00 1.00 1.00 11.64 470.16 3652.86 1.86 28.25 424.00 Ohrali Maximum oeflecboni Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+1-1 1 0.7199 10.828 0.0000 0.000 Vertical i eacfionns Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.700 7.700 Overall MINimum 1.559 1.559 +D+H 3.608 3.608 +D+L+Ii 5.167 5.167 +D+Lr+H 3.608 3.608 +D+S+H 7.505 7.505 +0+0.750Lr+0.750L+1-1 4.777 4.777 +D+0.750L+0.750S+H 7.700 7.700 +D+0.60W+H 3.608 3.608 +D+0.70E+H 3.608 3.608 +0+0.750Lr+0.750L+0.450W+H 4.777 4.777 +D+0.750L+0.750S+0.450W+H 7.700 7.700 +D+0.750L+0.750S+0.5250E+H 7.700 7.700 +0.60D+0.60W+0.60H 2.165 2.165 +0.60D+0.70E+0.60H 2.165 2.165 D Only 3.608 3.608 Lr Only L Only 1.559 1.559 S Only 3.897 3.897 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D /r" 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 . dennis@vistastructural.com ,..� Printed [114 JAN 3115, 1:17AM Ai t''''4.:' ^dY ''''''''4I .�..,y; V /�rc '... r N ,4T4 T h,.i' J7.'9 ,est 1 E« ?�1� F.,, ,4M.. rte; ! . 4 v: .. !v,, ..�.._,.':.kA ss x :sv -a di, ,r_. i fi. i> :�, 1 ' .,..A9#3, t was 1ilff :r�., •„ritA8/- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LL( Description: 40A:Beam above master bath and front of master bedroom Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pril 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.2175)L(0.145)S(0.3625) 11 D(0.096) i i i i i •1,;,,,„:_,," a...,., ,,,__,„.,.�.,,,„�. .i. _e.�.,_._..,,' ,,'.,,, ..a;, ovz ...:.m„, .. ;,V:✓��' °. ''a...-��f>- "`��",.. a . ,,`:' ..tea„` ,,,,amu -:‘,. • 5.5x18 • Span=21.50 ft FAiiiit tti '.,%4::-.=:N4 °"Y ' fi Service loads entered.Load Factors will be applied for calculation Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof Truss Load) ASSIGN SU'MM4Rk..._, , ,44 Design OK Maximum Bending Stress Ratio = 0.637: 1 Maximum Shear Stress Ratio = 0.330: 1 Section used for this span 5.5x18 Section used for this span 5.5x18 tb:Actual = 1,672.20 psi fv:Actual = 100.49 psi FB:Allowable = 2,625.49 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L40.750S+H Location of maximum on span = 10.750ft Location of maximum on span = 20.009 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.364 in Ratio= 708 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.720 in Ratio= 358 • Max Upward Total Deflection 0.000 in Ratio= 0<240 • d8itt ? � re815� Ot LB _ Ct1S Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v +0+}i 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.381 0.197 0.90 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 2054.74 3.11 47.09 238.50 +0441 0.951 1.00 1.00 1.00 1.00 1.000.00 0.00 0.00 0.00 Length=21.50 ft 1 0.491 0.254 1.00 0.951 1.00 1.00 1.00 1.00 1.00 27.77 1,122.11 2283.04 4.45 67.43 265.00 +O+Lr41 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.275 0.142 1.25 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 2853.80 3.11 47.09 331.25 +1J+5+1-1 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.621 0.321 1.15 0.951 1.00 1.00 1.00 1.00 1.00 40.34 1,629.89 2625.49 6.46 97.94 304.75 +040.750Lr+0.750L+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.364 0.188 1.25 0.951 1.00 1.00 1.00 1.00 1.00 25.68 1,037.48 2853.80 4.11 62.34 331.25 i 4Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 4 7140 SW Queen Lane Engineer: DMH Project ID: 1149 f Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com >. Panted 14 JAN 2015 1 17AM br ..,. . ..., _.. .:.. eAVse slDeantsiDoP E;IENECA-111149 e83ti .L7 s xIlRCAtC'INC.110-2014>f d:614.11.18.Ver694tt 18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Beam above master bath and front of master bedroom Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv Fv +O+0.750L+0.750S41 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.637 0.330 1.15 0.951 1.00 1.00 1.00 1.00 1.00 41.39 1,672.20 2625.49 6.63 100.49 304.75 +D+0.60W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.215 0.111 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 3652.86 3.11 47.09 424.00 +D+0.70E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.215 0.111 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 3652.86 3.11 47.09 424.00 +D+0.750Lr+0.750L+0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.284 0.147 1.60 0.951 1.00 1.00 1.00 1.00 1.00 25.68 1,037.48 3652.86 4.11 62.34 424.00 +D+0.750L+0.750S+0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.458 0.237 1.60 0.951 1.00 1.00 1.00 1.00 1.00 41.39 1,672.20 3652.86 6.63 100.49 424.00 +D+0.750L+0.750S+0.5250E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.458 0.237 1.60 0.951 1.00 1.00 1.00 1.00 1.00 41.39 1,672.20 3652.86 6.63 100.49 424.00 +0.60D+0.60W+0.60H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.129 0.067 1.60 0.951 1.00 1.00 1.00 1.00 1.00 11.64 470.16 3652.86 1.86 28.25 424.00 +0.60D+0.70E+0.60H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2150 ft 1 0.129 0.067 1.60 0.951 1.00 1.00 1.00 1.00 1.00 11.64 470.16 3652.86 1.86 28.25 424.00 OveraHC 1Naximum'Defiectfons - r . .. Load Combination Span Max "-'Deli Location in Span Load Combination Max.'+'Defl Location in Span +D+0.750L+0.750S+0.5250E41 1 0.7199 10.828 0.0000 0.000 Vertical Reactions _,* Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 7.700 7.700 Overall MINimum 1.559 1.559 ADA-1-1 3.608 3.608 +0+L+H 5.167 5.167 +D+Lr+FI 3.608 3.608 +3+541 7.505 7.505 +D+0.750Lr+0.750L+H 4.777 4.777 +D+0.750L+0.7505+H 7.700 7.700 +D+O.60W+H 3.608 3.608 +D+0.70E+H 3.608 3.608 41+0.750Lr+0.750L+0.450W41 4.777 4.777 +D+0.750L+0.750S+0.450W+H 7.700 7.700 +D+0.750L+0.750S+0.5250E+H 7.700 7.700 +0.60D+0.60W+0.60H 2.165 2.165 +0.600+0.70E+0.60H 2.165 2.165 D Only 3.608 3.608 Lr Only L Only 1.559 1.559 S Only 3.897 3.897 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D Al 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans t (971)645-0901 dennis@vistastructural.com Pri ted 14 JAN 3715, 1:17AM a , r a waF y uSligq;ME '"11145 x :i._ X14 M1...-,,,,,,- ,, fi iii. HI ,�e� _.°4::&:fix, '��_.-,. ' �t .. ''A :' sa 4 $.834.604-0,. 1�Engineering, Y Lrc.#_KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Header at right side of dining room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PrIl 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 Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling -- - + + IX0.1651 U0.4t1 + 168 D( 0+ ) + + + + ,y. �..,. .ate .,.. � ...yam .. • • A 3.56 A Span=8.0 5 __ iet AIM_ '" y ° " Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0120 ksf, Tributary Width=14.0 ft,(Wal dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft MuBending Stress Ratio = 0.654 1 Maximum Shear Stress Ratio = 0.454: 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 1,570.54psi fv:Actual = 120.37 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L±H Location of maximum on span = 4.000ft Location of maximum on span = 7.270 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.107 in Ratio= 900 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.187 in Ratio= 512 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv Fv ,+D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.313 0.217 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.66 676.57 2160.00 1.09 51.85 238.50 +0+1+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.654 0.454 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.18 1,570.54 2400.00 2.53 120.37 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.226 0.157 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.66 676.57 3000.00 1.09 51.85 331.25 +D+S+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.245 0.170 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.66 676.57 2760.00 1.09 51.85 304.75 40+0.75011+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.449 0.312 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,347.05 3000.00 2.17 103.24 33125 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 j Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 0. Beaverton,OR 97008 Project Descr. Tuckunder plans f- (971)645-0901 dennis@vistastructural.com """"""''� Prhted 14 JAN 2015, 1:17AM it lea. . �_ : Fd isersDtii)00l)C 106,11EN.ET. 114749_e.c6 ', „ ERCA1 IC 3H3204d614.1118Ve 14,118 Lic. #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Header at right side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr Cm C t CI_ M Ii) Fb V fv F'v Length=8.0 ft 1 0.488 0.339 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,347.05 2760.00 2.17 103.24 304.75 +D+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.176 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.66 676.57 3840.00 1.09 51.85 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.176 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.66 676.57 3840.00 1.09 51.85 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.351 0.243 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,347.05 3840.00 2.17 103.24 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.351 0.243 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,347.05 3840.00 2.17 103.24 424.00 +0+0.750L+0.750S+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.351 0.243 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,347.05 3840.00 2.17 103.24 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.106 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 405.94 3840.00 0.65 31.11 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.106 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 405.94 3840.00 0.65 31.11 424.00 Oi r01.Maximuiu Peflecti i S..,... 3 .. Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1872 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.092 3.092 Overall MINimum 0.799 0.799 +D+H 1.332 1.332 +D+L+H 3.092 3.092 +D+Lr+H 1.332 1.332 +D+S+H 1.332 1.332 +D+0.750Lr+0.750L+H 2.652 2.652 +D+0.750L+0.750S+H 2.652 2.652 +D+0.60W+H 1.332 1.332 +D+0.70E+H 1.332 1.332 +0+0.750Lr+0.750L+0.450W+1-1 2.652 2.652 +D+0.750L+0.750S+0.450W+H 2.652 2.652 +D+0.750L+0.750S+0.5250E+H 2.652 2.652 +0.60D+0.60W+0.60H 0.799 0.799 +0.60D+0.70E+0.60H 0.799 0.799 D Only 1.332 1.332 Lr Only L Only 1.760 1.760 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,406,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans '§ i (971)645-0901 dennis@vistastructural.com ..,.,m Prete&14JAN 'aFD15, 1:17AM z-,, WP' V ?- l� k ' Mj ". 3 R� i.t..,E p 1194-$ 3i.:Crr Y • % ti F � .r. n5' x�.,k $ YAZ Lic # KW-060053�b«;M� ,.2m "''..: 12, "" . P ' Licensee: Vista Structural Engineering,LLC Description: 40k Headers to left of kitchen,left of master bath,right of laundry,and right of powder room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-1 0 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PHI 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.192) $ i V V i _art s : • • A 2 bB A Span=3.33011 __- yrs f "y: y3 y ' Service loads entered.Load Factors will be applied for calculation u�P Uniform Load: D=0.0120 ksf, Tributary Width=16.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft .1=SIG i�SUiti Y z._ ... ,t,,. - Design OK Maximum Bending Stress Ratio = 0.749 1 Maximum Shear Stress Ratio = 0.489 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 876.48 psi fv:Actual = 88.06 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+141 Location of maximum on span = 1.665ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 2171 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.033 in Ratio= 1199 Max Upward Total Deflection 0.000 in Ratio= 0 <240 I ..: 3I1'r1, = SES .>. '. tll±sitfO11S Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.373 0.243 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.49 392.60 1053.00 0.43 39.44 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.749 0.489 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.10 876.48 1170.00 0.97 88.06 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.268 0.175 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.49 392.60 1462.50 0.43 39.44 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.292 0.191 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.49 392.60 1345.50 0.43 39.44 207.00 +0+0.7501J+0.750L-*1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.517 0.337 125 1.300 1.00 1.00 1.00 1.00 1.00 0.95 755.51 1462.50 0.83 75.90 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com `°'*w Pr teci 14 JAN 2015, 1.17AM ,iiiiidil Bib.': ri 9' F'Ile-c:lJseCs\AernnisDOCUME 1tENERCA 1 49.ec6 , . m;, . ,,, - . , k. ,m . _ ,.. ='''' '''''',(;:„,.:.. .., ,,ENERCALC,INC a._ 3 r � ,�� 9983-201di> aTIllt'I$Verfi1441 ,- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Headers to left of kitchen,left of master bath,right of laundry,and right of powder room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v Length=3.330 ft 1 0.562 0.367 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.95 755.51 1345.50 0.83 75.90 207.00 +0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.210 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 392.60 1872.00 0.43 39.44 288.00 +0+0.70E+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.210 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 392.60 1872.00 0.43 39.44 288.00 40+0.7501110.750L+0.450W4$ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.404 0.264 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.95 755.51 1872.00 0.83 75.90 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.404 0.264 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.95 755.51 1872.00 0.83 75.90 288.00 40+0.750L+0.750S+0.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.404 0.264 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.95 755.51 1872.00 0.83 75.90 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.126 0.082 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 235.56 1872.00 0.26 23.67 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.126 0.082 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 235.56 1872.00 0.26 23.67 288.00 •Overall°MaximitmDeflections , . . ..' b''. Load Combination Span Max.'"Deli Location in Span Load Combination Max."+"Defl Location in Span +0+1+1-1 1 0.0333 1.677 0.0000 0.000 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.327 1.327 Overall MINimum 0.357 0357 +D+H 0.594 0.594 +D+L+H 1.327 1.327 +3+Lr+1-1 0.594 0.594 +D++5+1-1 0.594 0.594 +0+0.7501r+0.750L+1-1 1.144 1.144 +D+0.750L+0.750S+H 1.144 1.144 +D+0.60W+H 0.594 0.594 +D+0.70E+H 0.594 0.594 +0+0.750Lr+0.750L+0.450W+H 1.144 1.144 +D+0.750L+0.750S+0.450W+H 1.144 1.144 +0+0.750L+0.750S+0.5250E+1-1 1.144 1.144 +0.60D+0.60W+0.60H 0.357 0357 +0.60D+0.70E+0.60H 0357 0357 D Only 0.594 0.594 Lr Only L Only 0.733 0.733 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D s 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 tt. Protect Descr. Tuckunder plans t � (971)645-0901 dennis@vistastructural.com .\,41 ,...."00) Printed 14 JAN 2015, 1:17AM on �, x.. ate,sw,,4 ii z p t - t/ ti w,. Ets ERc:kc ti •3 5A A.„,t i8dt t'1'[ ,. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Header above exterior window at stairs Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0+92) + + + + A A • 2-2x6• • Span=5.0 ft • MWy ZZI M M Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0120 ksf, Tributary Width=16.0 ft,(wall dead load) } PE>S! WMFIAR x - '74745.34 Design OK Maximum Bending Stress Ratio = 0.452: 1 Maximum Shear Stress Ratio = 0.220: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 476.03 psi fv:Actual = 35.67 psi FB:Allowable = 1,053.00 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 2.500ft Location of maximum on span = , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.041 in Ratio= 1470 Max Upward Total Deflection 0.000 in Ratio= 0<240 W1'Lt' 8r'Sfxesses 0 *0* Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M ib Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.452 0.220 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1053.00 0.39 35.67 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.407 0.198 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1170.00 0.39 35.67 180.00 +0+Lr++l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.325 0.159 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1462.50 0.39 35.67 225.00 40+S4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.354 0.172 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1345.50 0.39 35.67 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.325 0.159 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1462.50 0.39 35.67 225.00 +0+0.750L+0.750S+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.354 0.172 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1345.50 0.39 35.67 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans S dig (971)645-0901 1 dennis@vistastructural.com '..., Printed 14 JAN 2015, 1:17AM Yo &B, eam N • �6 1 111411 ya. r. : ,. ,... ` .. .� ... ,., .r ; . . ER C. 14,8uidtSt41ftS�Vei61411#$ -, Lic #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Header above exterior window at stairs Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t CL M tb F'b V fv F v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.254 0.124 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1872.00 0.39 35.67 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.254 0.124 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1872.00 0.39 35.67 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.254 0.124 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1872.00 0.39 35.67 288.00 +0+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.254 0.124 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1872.00 0.39 35.67 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.254 0.124 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1872.00 0.39 35.67 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.153 0.074 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 285.62 1872.00 0.24 21.40 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.153 0.074 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 285.62 1872.00 0.24 21.40 288.00 , Ov rak,M., tmtim Deflections .0m, Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Deft Location in Span D Only 1 0.0408 2.518 0.0000 0.000 /ettlCat React1011s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)6mum 0.480 0.480 Overall MINimum 0.288 0288 +D+H 0.480 0.480 +041_+1 0.480 0.480 +D+Lr+H 0.480 0.480 +D+S+H 0.480 0.480 +10+0.750Lr+0.750L41 0.480 0.480 +D+0.750L+0.750S+H 0.480 0.480 +D+0.60W+H 0.480 0.480 +040.70E41 0.480 0.480 +D+0.750Lr+0.750L+0.450W+H 0.480 0.480 +D+0.750L40.750S+0.450W41 0.480 0.480 +D+0.750L+0.750S+0.5250E+H 0.480 0.480 +0.60D+0.60W+0.60H 0288 0288 +0.60040.70E+0.60H 0288 0288 D Only 0.480 0.480 Lr Only L Only S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans j (971)645-0901 Bennis@vistastructural.com - Printed 143AN 2015 1.17AM fit„ uF -4a - f a, 0 s 0 �` -.-a�``" "' _, '.�.'n.;:.. 0a 1 P.t # '. ,13 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:floor beam atfirst floor stair opening 'fi \Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pdl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ___.-. ._-__ D(0 096) • i V * * i 0(0.09�L(0241 vim- 2 ar ♦ 2_210 Span=7.01t Jen "` R Z Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=6.0 ft,(floor load) Uniform Load: D=0.0120 ksf,Extent=3.50->>7.0 ft, Tributary Width=8.0 ft,(wall dead load) � ` Design OK �f��SIG�f 51i1k1N1ARY �. ' - - __ Maximum bending Stress Ratio = 0.658 1 Maximum Shear Stress Ratio = 0.324: 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 651.74 psi fv:Actual = 58.41 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.704ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 2039 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.065 in Ratio= 1294 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M tb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.272 0.142 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.86 242.41 891.00 0.42 22.94 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.658 0.324 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.32 651.74 990.00 1.08 58.41 180.00 +D+LLr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.196 0.102 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.86 242.41 1237.50 0.42 22.94 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.213 0.111 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.86 242.41 1138.50 0.42 22.94 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.444 0.220 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1237.50 0.92 49.54 225.00 +0+0.7501_+0.750SS4t 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D jProj7140 SW Queen Lane Engineer: DMH ect ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans .:. , 1k` (971)645-0901 t dennis@vistastructural.com --u "� Prate&14 JAN 2015, 1:17AM the a.NJsers#OermislQ>OCUME`1 NE#tCA 1t1148.ec6 woo Beam M E <'4 Z, �:„ . . f � � ,<<'' , Eti0a tNG19832U14,8dds14I7.8Verf141138 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:floor beam at first floor stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CI_ M tb Pb V fv F'v Length=7.0 ft 1 0.482 0.239 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1138.50 0.92 49.54 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.153 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.86 242.41 1584.00 0.42 22.94 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.153 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.86 242.41 1584.00 0.42 22.94 288.00 +0+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.347 0.172 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1584.00 0.92 49.54 288.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.347 0.172 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1584.00 0.92 49.54 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.347 0.172 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1584.00 0.92 49.54 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.092 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 145.45 1584.00 0.25 13.77 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.092 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 145.45 1584.00 0.25 13.77 288.00 :Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+14I 1 0.0649 3.551 0.0000 0.000 F:Vertical Reactions „ '' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1239 1.407 Overall MINimum 0239 0.340 +D+H 0.399 0.567 +D-1-L-1-F1 1239 1.407 +D+Lr+H 0.399 0.567 +D+S+H 0.399 0.567 +D+0.750Lr+0.750L+H 1.029 1.197 +3+0.750L+0.750S+H 1.029 1.197 +D+0.60W+1-1 0.399 0.567 +D+0.70E+1-1 0.399 0.567 +13+0.750Lr+0.750L+0.450W+H 1.029 1.197 +D+0.750L+0.750S+0.450W+H 1.029 1.197 +D+0.750L+0.750S+0.5250E+H 1.029 1.197 +0.60D+0.60W+0.60H 0239 0.340 +0.60D+0.70E+0.60H 0239 0.340 D Only • 0.399 0.567 Lr Only L Only 0.840 0.840 S Only W Only E Only H Only Project Title: Plan 40A,40B,40D Vista Structural Engineering,LLC 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descc Tuckunder plans , i , .(971)645-0901 dennis@vistastructural.com ,.�.„„., ":. CPrinted 14 JAN 1015, 10:1 BAM ✓ 'f`' �i l if .des 'Sx- " t t:�, I 1#1 10- A.. ,1 r� :a.. Y @c"lt11 _�.. -,. 4 A "sr sr, t., : MERG w ottis c ..er8_ 11 8. ' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:header in rear wall of master bedroom Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PM 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.075)L(0.05)S(0.125) * --- • A22. A Span=6.333ft iii �� ,4 ._.._�,��, Service loads entered.Load Factors will be applied for calculation �1pplfedLflads�,�, �,. .. , _ Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft IIffGiittittAtAR L i 'w Design OKIt Maximum Bending Stress Ratio = 0.380 1 Maximum Shear Stress Ratio = 0.176 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 472.13 psi fv:Actual = 36.49 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +Di0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.167ft Location of maximum on span = 5.732 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 2545 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.049 in Ratio= 1542 Max Upward Total Deflection 0.000 in Ratio= 0<240 g- 1x111,11117 l'fliiiic.' 7,: yroinatt ai Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.177 0.082 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.38 171.68 972.00 0.19 13.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.265 0.123 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.63 286.14 1080.00 0.32 22.12 180.00 +D4Lr41-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.127 0.059 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.38 171.68 1350.00 0.19 13.27 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.369 0.171 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.00 457.82 1242.00 0.51 35.39 207.00 +D+0.750Lr+0.750L41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.191 0.088 125 1.200 1.00 1.00 1.00 1.00 1.00 0.56 257.52 1350.00 029 19.91 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.380 0.176 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.13 1242.00 0.53 36.49 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 j 110 Project Descr: Tuckunder plans x (971)645-0901 ,„„.............00)e dermis@vistastructural.com `""'"""^"" - Printed 14 JAN 2015, 1:18AM iSo $ea11'1 ` fife 1 aslAertntsWDGtlAE=91£NH2CA 1149.0.6 x .., sr'. '1t1EftC?SLC iNG 4 2!)S9,$tnld6#41118 Ver614.tf.f8.,;' Lic,# KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 40A:header in rear wall of master bedroom Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v 40+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.099 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.38 171.68 1728.00 0.19 13.27 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.099 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.38 171.68 1728.00 0.19 13.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.149 0.069 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.56 257.52 1728.00 0.29 19.91 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.273 0.127 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.13 1728.00 0.53 36.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.273 0.127 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.13 1728.00 0.53 36.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.060 0.028 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.23 103.01 1728.00 0.12 7.96 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.060 0.028 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.23 103.01 1728.00 0.12 7.96 288.00 Overall Maximum Deflections . Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0493 3.190 0.0000 0.000 Vedtical;ReCdion5 "Es , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.653 0.653 Overall MINimum 0.142 0.142 +D+H 0237 0237 +D+L+H 0.396 0.396 +D+Lr+H 0237 0237 +D+S+H 0.633 0.633 +D+0.750Lr+0.750L+11 0.356 0.356 +D+0.750L+0.750541 0.653 0.653 +D+0.60W+1-1 0237 0237 +D+0.70E+H 0237 0237 +D+0.750Lr+0.750L+0.450W+H 0.356 0.356 +D+0.750L+0.750S+0.450W+H 0.653 0.653 +D+0.750L+0.7505+0.5250E+H 0.653 0.653 +0.60D+0.60W+0.60H 0.142 0.142 +O.60D+0.70E+O.60H 0.142 0.142 D Only 0237 0237 Lr Only L Only 0.158 0.158 S Only 0.396 0.396 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com (1,,,,, ,,.' Printed 14 JAN 2015 1:18AM L1c.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Floor beam at basement stair opening .,,,y.b,O -14.70C421::*. * fig. , . ..-. Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • + * D(0.09�1(0.24) i AA 2_2x10 span=7.0ft FATii' ',4 M � --,:--4-7, Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=6.0 ft Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0->>3.50 ft, Tributary Width=3.0 ft '47tiktibilWEAfilitY2! Design OK Maximum Bending Stress Ratio = 0.722 1 Maximum Shear Stress Ratio = 0.363: 1 Section used for this span 2-2x10 Section used for this span 2-2x10 tb:Actual = 714.59 psi fv:Actual = 65.34 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +-D+-L+H Location of maximum on span = 3.219ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection - 0.052 in Ratio= 1630 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 1185 Max Upward Total Deflection 0.000 in Ratio= 0<240 5n lCtmla ..: ,s....atd Canait4ts Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib F'b V fv F'v +0+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.219 0.110 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.69 194.89 891.00 0.33 17.82 162.00 +D+t+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.722 0.363 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.55 714.59 990.00 1.21 65.34 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.157 0.079 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.69 194.89 1237.50 0.33 17.82 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.171 0.086 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.69 194.89 1138.50 0.33 17.82 207.00 +0+0.750Lr+0.750L++1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.472 0.238 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.08 584.66 1237.50 0.99 53.46 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans ' ,5 � (971)645-0901 dennis@vistastructural.com Printed 14 JAN 2715, 1:18AM lktood B wenniSwOCUMg71AENERCA 111149 . ...... 6 . , _ ..., E ALC;1NC.1983 2G14,Build:6,1 � 1118. r�.14111155•- Lrc.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 40A:Floor beam at basement stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V iv pv Length=7.0 ft 1 0.514 0.258 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.08 584.66 1138.50 0.99 53.46 207.00 +0+0.60W+11 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.123 0.062 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.69 194.89 1584.00 0.33 17.82 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.123 0.062 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.69 194.89 1584.00 0.33 17.82 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.369 0.186 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.08 584.66 1584.00 0.99 53.46 288.00 +0+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.369 0.186 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.08 584.66 1584.00 0.99 53.46 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.369 0.186 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.08 584.66 1584.00 0.99 53.46 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.074 0.037 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.42 116.93 1584.00 0.20 10.69 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.074 0.037 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.42 116.93 1584.00 0.20 10.69 288.00 Overall`iaximuin Deflections ,1 ,," Load Combination Span Max."-"Deft Location in Span Load Combination Max.'+"Deft Location in Span +D+L+H 1 0.0708 3.449 0.0000 0.000 Vertical Reactions. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 1.588 1.299 Overall MINimum 0260 0213 +D+H 0.433 0.354 40+L+11 1.588 1.299 +D+Lr+H 0.433 0.354 +D+S+H 0.433 0.354 +0+0.750Lr+0.750L+H 1299 1.063 +0+0.750L+0.7505+H 1299 1.063 +D+0.60W+H 0.433 0.354 +D+0.70E+H 0.433 0.354 +0+0.750Lr+0.750L+0.450W41 1299 1.063 +D+0.750L+0.750S+0.450W+H 1299 1.063 +D+0.750L+0.750S+0.5250E+H 1299 1.063 +0.60D+0.60W+0.60H 0260 0213 *0.60D+0.70E+0.60H 0260 0213 D Only 0.433 0.354 Lr Only L Only 1.155 0.945 S Only W Only E Only H Only i Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans y (971)645-0901 - o- dermis@vistastructural.com Prhect 14 JAN 2015, 1:18AM t.Vitait � .44n, . ., , S ' � , f"• ' -110. ,1,4,44 M.,:*� ,. . : rroh, xi Ail.s. a44;, &,, ,,,,4. ,,,OAV .K . , .. ..°- i. , Lic.#:KW-06010523 Licensee :Vista Structural Engineering,LLC Description: 40A:Header above garage door 1:401~4:SINA III:5;Iiiii.4 7.1-P4411 ,11 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PM 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 Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.108) 1 0(0.075)L(0.05)S(0.125) i + i' + + r air �,, - y A 3.5x12 Span=16.333 ft • EgittiiiOai'z Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(roof trusses) Uniform Load: D=0.0120 ksf, Tributary Width=9.0 ft,(wall dead load) rattlitriiii4/R7 • r Design OK Maximum Bending Stress Ratio = 0.542 1 Maximum Shear Stress Ratio = 0.266 : 1 Section used for this span 3.5x12 Section used for this span 3.5x12 tb:Actual = 1,496.99 psi fv:Actual = 80.95 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.167ft Location of maximum on span = 15.379 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection i Max Downward Transient Deflection 0.222 in Ratio= 883 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • • Max Downward Total Deflection 0.558 in Ratio= 351 Max Upward Total Deflection 0.000 in Ratio= 0 <240 • • • Vttreg ay-.?.^� ,r 7 �" S 81(i1TY111_ ]iktt "S£S t', t filafi# Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb F'b V fv Pv +04H 0.00 0.00 0.00 0.00 Length=16.333ft 1 0.404 0.198 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.10 871.76 2160.00 1.32 47.14 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.462 0.226 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.77 1,109.94 2400.00 1.68 60.02 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.291 0.142 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.10 871.76 3000.00 1.32 47.14 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333ft 1 0.532 0.260 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.27 1,467.22 2760.00 2.22 79.34 304.75 +D+0.750Lr+0.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.350 0.171 125 1.000 1.00 1.00 1.00 1.00 1.00 7.35 1,050.39 3000.00 1.59 56.80 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 4O 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans - / (971)645-0901 dennis@vistastructural.com Prated 14 JAN 2015, 1:18AM 1A1 A ealll t cfluserslD IisvDCUM .IIENE.RcA 111149.00 a,,,, , ._ ,< , �.r�‘., .b� , ', , _ .. .. ; 1. ... �. .,.._,BL�,1t�1c,X983-2{l�.BrAd6:�.1t.i$.�'ehS.131"t.il,��' 'tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Header above garage door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t CL M fb Pb V Iv Pv Length=16.333 ft 1 0.542 0.266 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.48 1,496.99 2760.00 227 80.95 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.227 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.10 871.76 3840.00 1.32 47.14 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.227 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.10 871.76 3840.00 1.32 47.14 424.00 +0+0.750Lr+0.750L+0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.274 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.35 1,050.39 3840.00 1.59 56.80 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.390 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.48 1,496.99 3840.00 2.27 80.95 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.390 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.48 1,496.99 3840.00 2.27 80.95 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.136 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.66 523.05 3840.00 0.79 2828 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.136 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.66 523.05 3840.00 0.79 28.28 424.00 :Overall Maximum',Deflections„ Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5579 8226 0.0000 0.000 Veitical Reactions $ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)6mum 2.566 2.566 Overall MINimum 0.408 0.408 +D+}4 1.494 1.494 +D+L+H 1.903 1.903 +D+Lr+H 1.494 1.494 +D+541 2.515 2.515 +0+0.750Lr+0.750L41 1.801 1.801 +D+0.750L+0.750S+H 2.566 2.566 +D+0.60W+H 1.494 1.494 +0+0.70E+H 1.494 1.494 +D+0.750Lr+0.750L+0.450W+H 1.801 1.801 +D+0.750L+0.750S+0.450W+H 2.566 2.566 +0+0.750L+0.7505+0.5250E44 2.566 2.566 +0.60D+0.60W+0.60H 0.897 0.897 +0.60D+0.70E+0.60H 0.897 0.897 D Only 1.494 1.494 Lr Only L Only 0.408 0.408 S Only 1.021 1.021 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D / 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans stiii (971)645-0901 vi„....J) dennis@vistastructural.com Pried 14 JAN 2015, 1:18AM 7'''''A/:',,,4r '-.:1,...,:, p,-,,it aare Ai 1, ' N,z.:„..te,,,,,,,,.,„..1,,,,, „,,„..,,,,, ,.,,,,,.,,,,,: „ . '44,',,.., : '--ikpri9WO'.'t` , 111 ialOta4,41- .-'-' Licensee:Vista Structural Engineering,LLC Lic.#:KW-06010523 Description: 40A:crawl space headers Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PM 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling V 0(0.11 j L(0.44) V • • A 4m A Span=5.60fl p ,, ,•,�,''„l -= a, ,,._•• , ,r,,, „1: .• ., Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft ii',ES1 1'SJM t Y _ txs - Design OK Maximum Bending Stress Ratio = 0.721: 1 Maximum Shear Stress Ratio = 0.399 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 843.80 psi fv:Actual = 71.76 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.800ft Location of maximum on span = 5.007 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio= 1220 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.069 in Ratio= 976 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V fv F v +D+H 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.160 0.089 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.43 168.76 1053.00 0.24 14.35 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.721 0.399 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.16 843.80 1170.00 1.21 71.76 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.115 0.064 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.43 168.76 1462.50 0.24 14.35 225.00 +0+S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.125 0.069 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.43 168.76 1345.50 0.24 14.35 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.462 0.255 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.72 675.04 1462.50 0.97 57.41 225.00 +0+0.750L+0.750S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.502 0.277 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.72 675.04 1345.50 0.97 57.41 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D frj7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 ' dennis@vistastructural.com -. '' Prided 14 JAN 3)15, 1:1BAM Wal1Dd Beam 0,u enuisAppe ,r 1, a1�14s.ecs r., .�.,�,,.i _� .,..,.. .;, � ..,��; INC a -zcl� d:� it1s,v:�'sa4:1a8�=` Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:crawl space headers Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t CI_ M fb Pb V fv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.090 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.43 168.76 1872.00 0.24 14.35 288.00 +0+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.090 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.43 168.76 1872.00 0.24 14.35 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.361 0.199 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.72 675.04 1872.00 0.97 57.41 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.361 0.199 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.72 675.04 1872.00 0.97 57.41 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.361 0.199 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.72 675.04 1872.00 0.97 57.41 288.00 40.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.054 0.030 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 101.26 1872.00 0.15 8.61 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.054 0.030 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 101.26 1872.00 0.15 8.61 288.00 overalllMaztmu.mDeflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +04L+H 1 0.0688 2.820 0.0000 0.000 Afti cal 0011d10115 ,,. ,' . ,7,j;:,': Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 1.540 1.540 Overall MINimum 0.185 0.185 +0+1-1 0.308 0.308 +D+L+H 1.540 1.540 40+Lr+H 0.308 0.308 +D+S+H 0.308 0.308 +D+0.750Lr+0.750L+H 1232 1232 +D+0.750L+0.750S+H 1232 1232 +D+0.60W+H 0.308 0.308 +D+0.70E+H 0.308 0.308 +D+0.750Lr+0.750L+0.450W+H 1232 1232 4040.750L+0.750S+0.450W+H 1232 1.232 +D+0.750L+0.750S+0.5250E+H 1232 1232 +O.60D+0.60W+0.60H 0.185 0.185 +0.60D+0.70E+0.60H 0.185 0.185 D Only 0.308 0.308 Lr Only L Only 1232 1232 S Only W Only E Only H Only ,, Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Pri ted 14 JAN 2015, t:18AM 5 i ,2 sx * s , w ,, 1111 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LIC Description: 40B:header at front porch A % >°ms'SK ka p, ", £ i. �p� sy� Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PM 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0525)L(0.035)S(0.0875) ll * I, , .x,.T„ ,.�,.... . . .,• ., .� �.,_ . _"_�r'1c : z e.� ye5, ' r � . . . . A 4x10 • Span=15.50ft Shill t `4-',7-v"',-.. Service loads entered.Load Factors will be applied for calculation PP ,..�,,�,,,, � . .� ,.,.�i. � !, .. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=3.50 ft abysidi s RI Design OK Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.227 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,042.43 psi fv:Actual = 46.92 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.750ft Location of maximum on span = 14.765 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.309 in Ratio= 601 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.511 in Ratio= 364 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M ib Pb V fv Pv +.D+.H 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.390 0.105 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.58 379.07 972.00 0.37 17.06 162.00 +0-4.+1-1 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.585 0.158 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.63 631.78 1080.00 0.61 28.44 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.281 0.076 1.25 1200 1.00 1.00 1.00 1.00 1.00 1.58 379.07 1350.00 0.37 17.06 225.00 +D+5+1-11.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.814 0.220 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,010.84 1242.00 0.98 45.50 207.00 +0+0.750Lr+0.750L44 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.421 0.114 1.25 1200 1.00 1.00 1.00 1.00 1.00 2.36 568.60 1350.00 0.55 25.59 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.839 0.227 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.34 1,042.43 1242.00 1.01 46.92 207.00 to, Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D .s 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans '4 ,,/ (971)645-0901 dermis@vistasiructural.com ."1" """` Panted 14 JAN 2215, 1:18AM CI Beam . �� ,, s. ,r.-,. r �,., ..:! r.n,.. .g si, ,f, ERCI+LG'INC 201 ;1 1118 61141 e18 ��.� . , ,.a .. ., .��d.,, < ;11.1$a�er:&;1i41118 ',' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 406:header at front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M Po F'b V fv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.219 0.059 1.60 1200 1.00 1.00 1.00 1.00 1.00 1.58 379.07 1728.00 0.37 17.06 288.00 +0+0.70E+4-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.219 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.58 379.07 1728.00 0.37 17.06 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.329 0.089 1.60 1200 1.00 1.00 1.00 1.00 1.00 2.36 568.60 1728.00 0.55 25.59 288.00 +D+0.750L+0.7505+0.450W4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.603 0.163 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.34 1,042.43 1728.00 1.01 46.92 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.603 0.163 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.34 1,042.43 1728.00 1.01 46.92 288.00 -+0.600+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.132 0.036 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.95 227.44 1728.00 0.22 10.24 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.132 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.95 227.44 1728.00 0.22 10.24 288.00 ,0401 Maximum Deflechnnt3 ,s -,-Z'''':',1,#., Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5106 7.807 0.0000 0.000 ltetiiCal.ReaCtiOn"s . W Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 1.119 1.119 Overall MINimum 0244 0244 +D+H 0.407 0.407 +D+1_+H 0.678 0.678 +D+Lr+H 0.407 0.407 +D+S+H 1.085 1.085 +0+0.7501r+0.750L41 0.610 0.610 +0+0.750L+0.750S+H 1.119 1.119 +D+0.60W+H 0.407 0.407 +D+0.70E+H 0.407 0.407 +0+0.750Lr+0.750L+0.450W4l 0.610 0.610 +0+0.7501r+0.750S+0.450W+H 1.119 1.119 +D+0.750L+0.750S+0.5250E+H 1.119 1.119 +0.60D+0.60W+0.60H 0.244 0244 +0.60D+0.70E+0.60H 0244 0244 D Only 0.407 0.407 Lr Only L Only 0271 0271 S Only 0.678 0.678 W Only E Only H Only I Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 w , dennis@vistastructural.com ...,,.,.; Printed:4 FEB 2015,7:08PM g'irv' a a s say Y�� a v ' h "a` Us s , CR__11149 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 40D:header above rear wall of bedroom#2 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • D(0.075)L(0.05)S(0.125) 'V 'V + 4/ ••::•.-•':, q '• L Y Lir 1 n,ua.,.!..... .... ..:..�^,sw.£..e rte...P,.,.-n�3,�.Y n w,rc rt_ YV ...G.,..'*.„� fi»sem./-`� F�'.F✓3u.D,; • Ill • A 2-2x6 Span=6.0 ft kAiglird-a24-4-4 s, 7sar° , Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft -DES!ii OMlM1NAR : .r Design OK Maximum Bending Stress Ratio = 0.547: 1 Maximum Shear Stress Ratio = 0.232 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 736.36 psi fv:Actual = 48.04 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • • Maximum Deflection • Max Downward Transient Deflection 0.055 in Ratio= 1306 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.091 in Ratio= 792 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr C m C t C L M fb F'b V fv Fv +0+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.254 0.108 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.34 267.77 1053.00 0.19 17.47 162.00 +0+{+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.381 0.162 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.56 44628 1170.00 0.32 29.11 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.183 0.078 125 1.300 1.00 1.00 1.00 1.00 1.00 0.34 267.77 1462.50 0.19 17.47 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.531 0.225 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.90 714.05 1345.50 0.51 46.58 207.00 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.275 0.116 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.51 401.65 1462.50 0.29 26.20 225.00 +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.547 0.232 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.93 73636 1345.50 0.53 48.04 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans \ (971)645-0901 1 dennis@vistastructural.com Printed:4 FEB 2015,7:08PM W"1 ..1 .. . a r:( user0DennrslDOCUME1EERCA11149e£ !VW, '‘:;!,i7,,:1k .,> . raa . CT C,1NC.1 2015 Bu l6119,Ye61111 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:header above rear wall of bedroom#2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F')/ +0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.143 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 267.77 1872.00 0.19 17.47 288.00 +0+0.70E+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.143 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 267.77 1872.00 0.19 17.47 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.215 0.091 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.51 401.65 1872.00 0.29 26.20 288.00 +0+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.393 0.167 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 736.36 1872.00 0.53 48.04 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.393 0.167 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 736.36 1872.00 0.53 48.04 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.086 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 160.66 1872.00 0.12 10.48 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.086 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 160.66 1872.00 0.12 10.48 288.00 véraII Maximum Deflections :., Load Combination Span Max"-"Deft Location in Span Load Combination Max"+"Defl Location in Span +D+0.750L+0.7505+0.5250E4I 1 0.0909 3.022 0.0000 0.000 Veit1Cai Citot , , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXiimum 0.619 0.619 Overall MINimum 0.135 0.135 +D+H 0225 0.225 +D+L+H 0.375 0.375 +D+Lr+H 0.225 0225 +D+S+H 0.600 0.600 +D+0.750Lr+0.750L+H 0.338 0.338 +D+0.750L+0.750S+H 0.619 0.619 +D+0.60W+H 0.225 0225 +D+0.70E+H 0.225 0.225 +D+0.750Lr+0.750L+0.450W+H 0.338 0.338 +D+0.750L+0.750S+0.450W+1-1 0.619 0.619 +D+0.750L+0.750S+0.5250E+H 0.619 0.619 +0.60D+0.60W+0.60H 0.135 0.135 +0.60D+0.70E+0.60H 0.135 0.135 D Only 0225 0225 Lr Only L Only 0.150 0.150 S Only 0.375 0.375 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans ii 41 � % 4 (971)645-0901 , dennis@vistastructural.com - ,;.;. d ,cy [�{)Printed:4 FEB( 2015,.( 7:0.8PtM. i% ' Lp y� jy. �Z p ty [� ro � 2 Vic, ... .. :., d/ i�, ��� 9�t Lrc.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 40D:Beam above back of great room supporting wall above NCE �M �; znt Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pril 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.010005)L(0.02668) + + + 1 D(O.0096) l $ * + + -,,„ ..,.. mm,,.. r?,s . ? :.3..c�i ...' " -�'�, .,_...s` ; s%r '":,z izrs� wL.,>Mra "<� ..„ . , c";s.,..�c.�<,.s%-a 'ys : s .:.u ..s • A3.5x13.5 • Span=21.50ft 1 Dat 5"� d� Service loads entered.Load Factors will be applied for calculations. .moi. _ �.<, ,, N V* :m Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=0.6670 ft DE51G :dit Y 4,- iA7 N- _7e-g'A - Design Maximum Bending Stress Ratio = OK 0.389: 1 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 3.5x13.5 Section used for this span 3.5x13.5 fb:Actual = 934.31 psi fv:Actual = 43.89 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination 4-D4-L+1-1 Location of maximum on span = 10.750ft Location of maximum on span = 20.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 2583 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.536 in Ratio= 481 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t C L M fb F'b V fv Fb +D+H 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.352 0.150 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.74 76030 2160.00 1.13 35.72 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.389 0.166 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.28 93431 2400.00 1.38 43.89 265.00 4O+Lr-41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.253 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.74 760.30 3000.00 1.13 35.72 331.25 +1)41S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.275 0.117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.74 760.30 2760.00 1.13 35.72 304.75 +040.750Lr40.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.297 0.126 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 3000.00 1.32 41.85 331.25 Vista Structural Engineering,LLC Project Title: Plan 40A,406,400 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans 1," (971)645-0901 d enn is @vistastructu ral.co m ......... ) "'",...ii„.....,,"' Printed:4FEB2015,7:06PM It V Or'y�yy /� w} ., ,,,. ,_ ..x .-, .'- ,. , N A, y���{ _'■�\7M Bi,ii»,d '� _ - S - Y L.�nrQS �jN -1l11YRWl �. ,.�,,...,,,,W-:q,.-:,WA,.''...:.;-.4';, z . ,m� ,:::.=.,,'».> _ d, ,... �" � �E12CALc,R#C.1s83-215,Huiid:615,119 t+er'6-15.1.1; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:Beam above back of great room supporting wall above Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.323 0.137 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 2760.00 1.32 41.85 304.75 +D+O.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.198 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.74 760.30 3840.00 1.13 35.72 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.198 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.74 760.30 3840.00 1.13 35.72 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.232 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 3840.00 1.32 41.85 424.00 +O+O.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.232 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 3840.00 1.32 41.85 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.232 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 3840.00 1.32 41.85 424.00 +0.60D+0.60W+O.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.119 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.04 456.18 3840.00 0.68 21.43 424.00 +O.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.119 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.04 456.18 3840.00 0.68 21.43 424.00 OverallMaximum Deflections Load Combination Span Max'"Defl Location in Span Load Combination Max"+"Dell Location in Span +D+L+H 1 0.5363 10.828 0.0000 0.000 Velticai.ReaCtkQt15 ,, s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXrmum 1.540 1.540 Overall MINimum 0.287 0287 +D+H 1.253 1.253 +D+L+H 1.540 1.540 +D+Lr+H 1.253 1.253 +D+S+H 1253 1.253 +D+0.750L1+0.750L+H 1.468 1.468 +D+0.750L+0.750S+H 1.468 1.468 +D+0.60W+H 1.253 1.253 +fl+0.70E+H 1.253 1.253 +D+0.750Lr+0.750L+0.450W+H 1.468 1.468 +D+O.750L+0.750S+0.450W+11 1.468 1.468 +D+O.750L+0.750S+0.5250E+H 1.468 1.468 +0.60D+0.60W+0.60H 0.752 0.752 +0.60D+0.70E+0.60H 0.752 0.752 D Only 1.253 1253 Lr Only L Only 0.287 0287 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans ' x 'd (971)645-0901 * dennis@vistastructural.com ''., Printed:4 FEB 2015,7:06Pt y 64av k z < " x � 4: VR �� 1 P:MX:9 s k,',,i,r5 1#131 n #114�9..y *p 7/` ."� 4L:A":, .�, e'i,iV. $w��j,y,',u,r... C.',rv,'n;3 i, OAS: `„, 0.,_.. e,1.,§0,4A�2 l544. Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 40D:Beam above front of master bedroom supporting wall above Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0.075)L(0.05)S(0.125) S S S * D(0.010005)L(0.02668) yy D(0.0096) ♦+ • . { �.„ 4 il'N. %W ,,�, 5.5x15 • Span=21.50 ft !• . . . P*P7ir.1401f5P2F BIERIgila1511Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=0.6670 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(roof trusses) r..M - , `" ,.. Design" �.. . ��.� _....... -......__. Oesi n OK Maximum bending-Stress R Ratio = 0.441: 1 Maximum Shear Stress Ratio = 0.200 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb:Actual = 1,179.05psi fv:Actual = 61.04 psi FB:Allowable = 2,673.80 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10.750ft Location of maximum on span = 20.323 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio= 1188 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.609 in Ratio= 423 Max Upward Total Deflection 0.000 in Ratio= 0<240 • ?1 (T5$c,..,' @81 rDlt w,11, iD Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr cm C t CL M ib F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.320 0.146 0.90 0.969 1.00 1.00 1.00 1.00 1.00 11.52 670.54 2092.54 1.91 34.72 238.50 +D+L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.399 0.181 1.00 0.969 1.00 1.00 1.00 1.00 1.00 15.96 928.33 2325.05 2.64 48.06 265.00 +D+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.231 0.105 1.25 0.969 1.00 1.00 1.00 1.00 1.00 11.52 670.54 2906.31 1.91 34.72 331.25 +1J+S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.408 0.185 1.15 0.969 1.00 1.00 1.00 1.00 1.00 18.75 1,090.77 2673.80 3.11 56.47 304.75 +D+0.750Lr+0.750L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D j7140 SW Queen Lane Engineer: DMH Project ID: 1149 ( Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 *, ° rW dennis@vistastructural.com �`� Printed:4 FEB 2015,7:08PM 1 ,,... r..,. .. _... c .,�.: r .ku nr tSADOCUMEn1ENERCA7V149N_od Beah Ei# ALC 83Engineering.r&tSl1' Lic.#:KW-06010523Li Vista Structural C Description: 40D:Beam above front of master bedroom supporting wall above Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M tb F'b V iv F'v Length=21.50 ft 1 0297 0.135 1.25 0.969 1.00 1.00 1.00 1.00 1.00 14.85 863.88 2906.31 2.46 44.73 331.25 +D+0.750L+0.750S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.441 0.200 1.15 0.969 1.00 1.00 1.00 1.00 1.00 20.26 1,179.05 2673.80 3.36 61.04 304.75 +D+0.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.180 0.082 1.60 0.969 1.00 1.00 1.00 1.00 1.00 11.52 670.54 3720.07 1.91 34.72 424.00 +D+0.70E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.180 0.082 1.60 0.969 1.00 1.00 1.00 1.00 1.00 11.52 670.54 3720.07 1.91 34.72 424.00 +D+0.750Lr+0.750L+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.232 0.105 1.60 0.969 1.00 1.00 1.00 1.00 1.00 14.85 863.88 3720.07 2.46 44.73 424.00 +D+0.750L+0.750S+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.317 0.144 1.60 0.969 1.00 1.00 1.00 1.00 1.00 20.26 1,179.05 3720.07 3.36 61.04 424.00 +D+0.750L+0.750S+0.5250E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.317 0.144 1.60 0.969 1.00 1.00 1.00 1.00 1.00 20.26 1,179.05 3720.07 3.36 61.04 424.00 +0.600+0.60W+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.108 0.049 1.60 0.969 1.00 1.00 1.00 1.00 1.00 6.91 402.33 3720.07 1.15 20.83 424.00 +0.60D+0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.108 0.049 1.60 0.969 1.00 1.00 1.00 1.00 1.00 6.91 402.33 3720.07 1.15 20.83 424.00 Overaii Maximum Qeflecttons <: Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.6091 10.828 0.0000 0.000 V Vocal i7eaCtIOns'" Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MHXmum 3.770 3.770 Overall MINimum 0.824 0.824 411+H 2.144 2.144 +D +H 2.968 2.968 +D+Lr+H 2.144 2.144 +D+S+H 3.488 3.488 +D+0.750Lr+0.750L+H 2.762 2.762 +D+0.750L+0.750S+H 3.770 3.770 +D+0.60W+H 2.144 2.144 +D+0.70E+H 2.144 2.144 +D+0.750Lr+0.750L+0.450W+H 2.762 2.762 +D+0.750L+0.750S+0.450W41 3.770 3.770 +D+0.750L+0.750S+0.5250E+H 3.770 3.770 +0.60D+0.60W+0.60H 1287 1.287 +0.60D+0.70E+0.60H 1287 1287 D Only 2.144 2.144 Lr Only L Only 0.824 0.824 S Only 1.344 1.344 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D I 7140 SW Queen Lane Beaverton,OR 97008 Engineer: DMH Project ID: 1149 Project Descr. Tuckunder plans (971)645-0901 ' dennis@vistastructural.com Printed:4 FEB 2015,7:08PM 't yr %- t E a x � ,' x,.k .;t Si'JS)t�re)0 it1x � 1t, f Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: DD 40D:Header at right side of dining room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pr!' 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1uo.44)1 17 y 1 D(0.6)L(0.4)S(1' 0(0.12) + i i i e faars.'' s q fr z nxik, • : ., j, . • • • A. 3.5x9 A • • • • • Span=8.330 ft liWAWL*'' Service loads entered.Load Factors will be applied for calculations Uniform Load: D=0.0120 ksf, Tributary Width=10.0 ft,(Wal dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft Point Load D=0.60, L=0.40, S=10 k@ 1.50 ft Design OK Maximum Bending Stress Ratio = 0.747: 1 Maximum Shear Stress Ratio = 0.595 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 1,793.20 psi fv:Actual = 157.65 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+{+H Load Combination +D+L+H Location of maximum on span = 3.922ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.137 in Ratio= 731 •• Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.235 in Ratio= 425 Max Upward Total Deflection 0.000 in Ratio= 0<240 ; i I I .ter xa t�Xiirla li -Aces .4;._ SSes foT ..o oft D flail ff5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.346 0.294 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.94 74728 2160.00 1.47 70.05 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.747 0.595 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,793.20 2400.00 3.31 157.65 265.00 -,0-iLr+Fl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.249 0.211 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.94 74728 3000.00 1.47 70.05 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.351 0.358 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.82 969.55 2760.00 2.29 109.09 304.75 +0#0.750Lr+0.750L i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.511 0.410 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.03 1,531.58 3000.00 2.85 135.75 331.25 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D tio 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans ilia (971)645-0901 . 1n dennis@vistastructural.com 44.,...,__,--'triii,4 Printed:4 FEB 2015.7 08PM Wood 3rram f , , AUser isOOCVME--t 11114s�, , - _., .. - . . : - •. ,,, , ' .., :m m Licensee 1983.201t,Build:&35 95'9.1'. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:Header at right side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb F'b V iv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.611 0.542 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.64 1,687.25 2760.00 3.47 165.03 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.195 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.94 74728 3840.00 1.47 70.05 424.00 +O+O.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.195 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.94 74728 3840.00 1.47 70.05 424.00 +D+0.750Lr+O.750L+O.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.399 0.320 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.03 1,531.58 3840.00 2.85 135.75 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.439 0.389 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.64 1,687.25 3840.00 3.47 165.03 424.00 +D+0.750L+0.7505+O.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.439 0.389 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.64 1,687.25 3840.00 3.47 165.03 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.117 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 448.37 3840.00 0.88 42.03 424.00 +O.60D+O.70E+O.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.117 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 44837 3840.00 0.88 42.03 424.00 Overall Maximum Deflections .,,,. �. ..; Load Combination Span Max -'Defl Location in Span Load Combination Max."+"Defl Location in Span +04+H 1 0.2348 4.104 0.0000 0.000 VertlCal.Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MNOmum 3.914 3200 Overall MINimum 0.820 0.180 +D+H 1.679 1295 +D+L+H 3.840 3200 +D+Lr+H 1.679 1295 +D+S+H 2.499 1.475 +13+0.750Lr+0.750L+H 3299 2.724 +D+0.750L+0.750S+H 3.914 2.859 +D+0.60W+H 1.679 1295 +D+0.70E+H 1.679 1.295 +D+0.750Lr+0.750L+O.450W+H 3299 2.724 +D+0.750L+O.750S+O.450W+H 3.914 2.859 +D+0.750L+0.750S+0.5250E+H 3.914 2.859 +0.60D+0.60W+0.60H 1.007 0.777 +0.60D+0.70E+0.60H 1.007 0.777 D Only 1.679 1.295 Lr Only L Only 2.161 1.905 S Only 0.820 0.180 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 L Beaverton,OR 97008 Project Descr. Tuckunder plans 01 (971)645-0901 t' dennis@vistastructural.com Printed:4 FEB 2015,7:08PM iiif ; i .� # fit' st. ., XR�,�� �x 4��* c:�li'S&S CI,I 1°tt � y (IIt� E @a i s a..... . .. .. .. .x"i f i'.: ?Etati Ailt Yttt9 3t ; c _#: 06,:,�� � ����� Licensee:Vista Structural Engineering,LLC Lic.#:KVV-06010523 9 9. Description: 400:headers at 2nd floor stair opening,tech room,and bath#3 W +EN ^ ,T7,-C,... ham: Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i D(0.18)L(0.12)S(0.3) + + + + + 3yR' • • • • • • • • AA • 2-2x6•• • Span=4.330 ft 441 i C..461611, R , P S Service loads entered.Load Factors will be applied for calculations Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=12.0 ft kJDESIG SI1 ARY Design OK Maximum Bending Stress Ratio = 0.684 1 Maximum Shear Stress Ratio = 0.371 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 920.40 psi fv:Actual = 76.80 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+4.750S+H Load Combination +D+0.750L+0.750S+1i Location of maximum on span = 2.165ft Location of maximum on span = 0.000 ft •• Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 1448 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.059 in Ratio= 878 Max Upward Total Deflection 0.000 in Ratio= 0<240 l' f:iV! , Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Pb V fv F'v +041 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.318 0.172 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.42 334.69 1053.00 0.31 27.93 162.00 +0441 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.477 0259 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.70 557.82 1170.00 0.51 46.55 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.229 0.124 125 1.300 1.00 1.00 1.00 1.00 1.00 0.42 334.69 1462.50 0.31 27.93 225.00 +0+S4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.663 0.360 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.12 892.51 1345.50 0.82 74.47 207.00 +0+0.7501J+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.343 0.186 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.63 502.04 1462.50 0.46 41.89 225.00 +0+0.750L+0.750S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.684 0.371 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.16 920.40 1345.50 0.84 76.80 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D ,,j 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Project Descr: Tuckunder plans Beaverton,OR 97008 4 (971)645-0901 Or dennis@vistastructural.com -,,,,,,,,,,.-- Printed:4 FEB 2015,7:08PM Wc,-o $„at1'r U 1149ea '' ,., , ...d, ,: • ,,� , Air g-, st,..... ,, ,._ .l,. 0NEacAr7W,1N 1 2015,8tfl06.i5,1,19,V@ 15.t1s.'`; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers at 2nd floor stair opening,tech room,and bath#3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M tb Pb V fv FY +D+0.60W+-H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.179 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 334.69 1872.00 0.31 27.93 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.179 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 334.69 1872.00 0.31 27.93 288.00 +0+0.750Lr+0.750L+0.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.268 0.145 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.63 502.04 1872.00 0.46 41.89 288.00 +0+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.492 0.267 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.16 920.40 1872.00 0.84 76.80 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.492 0.267 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.16 920.40 1872.00 0.84 76.80 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.107 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 200.81 1872.00 0.18 16.76 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.107 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 200.81 1872.00 0.18 16.76 288.00 „verall Maximum Deflections Load Combination Span Max""Def Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0592 2.181 0.0000 0.000 Vertical Reactions = Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXrmum 1.072 1.072 Overall MINimum 0234 0.234 +D+H 0.390 0.390 +D+L+H 0.650 0.650 +D+{r+H 0.390 0.390 +D+S+H 1.039 1.039 +D+0.750Lr+0.750L+H 0.585 0.585 +D+0.750L+0.750S4 1.072 1.072 +D+0.60W+H 0.390 0.390 +13+0.70E+H 0.390 0.390 +D+0.750Lr+0.750L+0.450W+H 0.585 0.585 +D+0.750L+0.7505+0.450W4l 1.072 1.072 +0+0.750L+0.7505+0.5250E4l 1.072 1.072 +0.60D+0.60W+0.60H 0.234 0.234 +0.60D+0.70E+0.60H 0234 0234 D Only 0.390 0.390 Lr Only L Only 0.260 0260 S Only 0.650 0.650 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D r 7140 SW Queen Lane Engineer: DMH Project ID: 1149 a ` Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 F dennis@vistastructural.com _ v,� Printed: FEB 2015, .w lE t ri xy N K WR ra ?4 ' - a �, s �'aa"b , �` 9 4 't49� mo-.A�:z:; ,�...,.� :. �s:�",'�';:....�:�a�4..�'�a ..�_ , 3: R^3�.`�''.._ .tiffs.: �r„oc�-�:.. �A ..;,,�."..3�f�,v � 5 ,�be =��, ��.h )9- ... •:x�. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:header at bedroom#3 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.18)L(012)S(0.3) I i • • A 2-2x8 A Span=6.330ft AteiAad " 'r Service loads entered.Load Factors will be applied for calculations. Uniform Load D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=12.0 ft ogWiiittlMM > ;,,.' ... _ Design OK Maximum Bending Stress Ratio = 0.911: 1 Maximum Shear Stress Ratio = 0.423 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 1,132.03 psi fv:Actual = 87.54 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+1-1 Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.165ft Location of maximum on span = 5.729 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.072 in Ratio= 1062 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.118 in Ratio= 643 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V iv F'v 40+H 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.424 0.197 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.90 411.65 972.00 0.46 31.83 162.00 +04.41 u1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.635 0.295 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.50 686.08 1080.00 0.77 53.06 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.305 0.141 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.90 411.65 1350.00 0.46 31.83 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.884 0.410 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.40 1,097.73 1242.00 123 84.89 207.00 +4)40.7501.140.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.457 0.212 125 1.200 1.00 1.00 1.00 1.00 1.00 1.35 617.47 1350.00 0.69 47.75 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.911 0.423 1.15 1200 1.00 1.00 1.00 1.00 1.00 2.48 1,132.03 1242.00 1.27 87.54 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D j 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Prosect Descr. Tuckunder plans (971)645-0901 E: dermis@vistastructural.com y Primed:4 FEB 2015,7:09PM �' C 1 nnislDOCfii1>£-11ER0;5 111149 ecf. W00 Beat11 _,,,. i , .. , .. .,,,PENERCA1.C, 2016,Bukt6:151,19,Var'615;111'" Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:header at bedroom#3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v +0+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.238 0.111 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.90 411.65 1728.00 0.46 31.83 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.238 0.111 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.90 411.65 1728.00 0.46 31.83 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.357 0.166 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.35 617.47 1728.00 0.69 47.75 288.00 +0+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.655 0.304 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 1,132.03 1728.00 1.27 87.54 288.00 40+0.750L+0.7505+0.5250E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.655 0.304 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 1,132.03 1728.00 1.27 87.54 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.143 0.066 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.54 246.99 1728.00 0.28 19.10 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.143 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.54 246.99 1728.00 0.28 19.10 288.00 Overall MaximumDeflections 4r,41, Load Combination Span Max""Dell Location in Span Load Combination Max"+"Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.1180 3.188 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.567 1.567 Overall MINimum 0.342 0.342 +O+H 0.570 0.570 +D+L+H 0.950 0.950 +D+Lr+H 0.570 0.570 +D+S+H 1.519 1.519 +D+0.750Lr+0.750L+H 0.855 0.855 +0+0.750L+0.750S+H 1.567 1.567 +0+0.60W+H 0.570 0.570 +D+0.70E+H 0.570 0.570 +D+0.750Lr+0.750L+0.450W+H 0.855 0.855 +0+0.750L+0.750S+0.450W+H 1.567 1.567 +0+0.750L+0.750S+0.5250E41 1.567 1.567 +0.60D+0.60W+0.60H 0.342 0.342 +0.60D+0.70E+0.60H 0.342 0.342 D Only 0.570 0.570 Lr Only L Only 0.380 0.380 S Only 0.950 0.950 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans �� 971 645-0901 .° 7, dennis@vistastructural.com Printed:4FEB 2015,7::09PM ; F . ` wsY �� Wilpii C �ry� �Wn qt! . 1Y,1A An, '! F „ ZtE _,,,,r,,- , thVt W3 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers above great room rirq#4.1;:;::F:i77.VlkktaJRPZTvli 4.71 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(1)L(0.5)S(1) 0(0.18)L(0.12)S(0.3) • * * i i + : • -..,-,--...... .--,. .__, • • • 2-2x8 • i• j Span=4.50ft 7417,01WitiF `" `` Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=12.0 ft Point Load: D=1.0, L=0.50, S=1.Ok@0.50ft 'bESIGlf SI)IFMARY maDesign OK Maximum Bending Stress Ratio = 0.677: 1 Maximum Shear Stress Ratio = 0.352 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 840.38 psi fv:Actual = 72.91 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +0+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H • Location of maximum on span = 1.774ft Location of maximum on span = 3.909 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2123 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.045 in Ratio= 1190 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M Ib Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.348 0.174 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.74 337.84 972.00 0.41 28.25 162.00 +D+L+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.499 0.255 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.18 539.09 1080.00 0.66 45.81 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.250 0.126 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.74 337.84 1350.00 0.41 28.25 225.00 +0+5+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.649 0.339 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.77 806.55 1242.00 1.02 70.24 207.00 +D+0.750Lr+0.750L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.362 0.184 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.07 488.75 1350.00 0.60 41.42 225.00 +0+0.750L+0.750S41 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D I, j7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com . Prinked:4 FEB 2015,7:O9.PM W©od Beam ... _,...���. . .._._ �..� - � .. _. ., � -iNERcAC rt.u ln,,z01c s u> -se ssaisc,n'ferf61tal14s9:ae:1! == Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers above great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t CL M lb F'b V fv FY Length=4.50 ft 1 0.677 0.352 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.84 840.38 1242.00 1.06 72.91 207.00 +D+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.196 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 337.84 1728.00 0.41 28.25 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.196 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 337.84 1728.00 0.41 28.25 288.00 +0+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.283 0.144 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.07 488.75 1728.00 0.60 41.42 288.00 +D+0.750L40.7505+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.486 0.253 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.84 840.38 1728.00 1.06 72.91 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.486 0.253 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.84 84038 1728.00 1.06 72.91 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.117 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.71 1728.00 0.25 16.95 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.117 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.71 1728.00 025 16.95 288.00 ;,Overall Maxtmum_beflec#ions :n Load Combination Span Max.'"Defl Location in Span Load Combination Max"+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0454 2.151 0.0000 0.000 Vertical React ons s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.003 1.350 Overall MINimum 0.714 0.310 -i-D+1-1 1.294 0.516 +D+L+H 2.008 0.842 +D+Lr+H 1294 0.516 +D+541 2.858 1.302 +0+0.750Lr+0.750L+H 1.830 0.760 +D+0.750L+0.750S+H 3.003 1.350 ++040.60W+H 1294 0.516 +D+0.70E+H 1294 0.516 +D+0,750Lr+0.750L+0.450W+H 1.830 0.760 +D+0.750L+0.750S+0.450W+H 3.003 1.350 +D+0.750L+0.750S+0.5250E+H 3.003 1.350 +0.60D+0.60W+0.60H 0.776 0.310 +0.60D+0.70E+0.60H 0.776 0.310 D Only 1.294 0.516 Lr Only L Only 0.714 0.326 S Only 1.564 0.786 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans ' ' -4. (971)645-0901 '� e dennis@vistastructural.com PrinW:44 FEB 2015,7:09PM, .,r��t ✓ "�3 z;a cam. a i:�r�„f re ,A• .p, Nth„ 3�� • B D} 1 t'fgGgROtt ,' :. E B 1i� 4a 94 n ,�, "., ,.�","' , a c la tXCINki "x 5 `1d: 1 P,z9'�:,,; �J.A'. ,: Lrc.#_KW-06010523" Licensee.Vista Structural Engineering,LLC Description: 40D:header above left side of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.9)L(0.6)S(1.5) • X< A• A Span=3.250 ft riWATOW.fi "•'" ' m Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.90, L=0.60, S=1.50k@1.250ft '-- k1,aiU /1NA7Y. __ _. .11 j i1 ,.ti Design OK Maximum Bending Stress Ratio = 0.697: 1 Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 866.12 psi fv:Actual = 105.04 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.245ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 3422 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 2074 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN C i C r Cm C t CL M lb F'b V fv F'v 4041 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.324 0.236 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.69 314.95 972.00 0.55 38.20 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.486 0.354 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.15 524.92 1080.00 0.92 63.66 180.00 +0+1141 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3250 ft 1 0.233 0.170 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.69 314.95 1350.00 0.55 38.20 225.00 +1J+5+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.676 0.492 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.84 839.88 1242.00 1.48 101.86 207.00 +0+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.350 0255 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.43 1350.00 0.83 5729 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.697 0.507 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.90 866.12 1242.00 1.52 105.04 207.00 ' Vista Structural Engineering,LLC Project Title: Plan 4OA,40B,40D 7140 SW Queen Lane Engineer: DMH Project 1D: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 4� dennis@vistastructural.com Primed:4 FEB 2015,7:09PM Wood Beam ,, 7 1 1DO U E-11ENERCA-1t114s. � ,cu�n ... ". , ? '.,s f',A .��; .a :':: .> . '11 cAi- ,tNG''1 ID15 Aututi6ai.'9 vi4.75.11;,' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:header above left side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib F'b V fv F'v +D40.6014/41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.182 0.133 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 314.95 1728.00 0.55 38.20 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.182 0.133 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 314.95 1728.00 0.55 38.20 288.00 +D+O.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.273 0.199 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.43 1728.00 0.83 57.29 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.501 0.365 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.90 866.12 1728.00 1.52 105.04 288.00 +D+O.750L+0.7505+0.5250E+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.501 0.365 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.90 866.12 1728.00 1.52 105.04 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.109 0.080 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 188.97 1728.00 0.33 22.92 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.109 0.080 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 188.97 1728.00 0.33 22.92 288.00 Overall Maximum Deflections Load Combination Span Max'"Defl Location in Span Load Combination Max"+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0188 1.518 0.0000 0.000 %viiitcal Reaction low x Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.523 0.952 Overall MINimum 0.332 0.208 +D+H 0.554 0.346 +D+L+H 0.923 0.577 +D+Lr+H 0.554 0.346 +D+S+H 1.477 0.923 +D+0.750Lr+0.750L+H 0.831 0.519 +D+0.750L+0.750541 1.523 0.952 +D+0.60W+H 0.554 0.346 +D+0.70E+H 0.554 0.346 +D+0.750Lr+0.750L+0.450W+H 0.831 0.519 +D+O.750L+0.750S+0.450W+H 1.523 0.952 +D+0.750L+0.750S+0.5250E+H 1.523 0.952 +0.600+0.50W+0.60H 0.332 0.208 +O.60D+0.70E+0.60H 0.332 0.208 D Only 0.554 0.346 Lr Only L Only 0.369 0.231 S Only 0.923 0.577 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D c 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 ' • dennis@vistastructural.com m ., Printed:4 FEB 2015,7:09PM stat _ y ji p 1 a d4 ,' ,, Ii.� L ' t o E1E * 14P*; . $ , o, ' ,,, � :, : A, a 4 L ' f, 8 ` . , c . .,/AWS, s,44 .i .,. ., : ,O, ..: Utek ,,,, .' ,A , , r. ,, „. .,, } , Lic.#:KW-06010523 Licensee:Vista Structural Engineering, LLC Description: 40D:headers at front porch Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.06)L(0.04)s(0.n • + + + + + • • � , °' x z 'F &btu ' • 2-2z6 • • • • • Span=6.50ft` E _ Service loads entered.Load Factors will be applied for calculations A� 1 tratlsy v $1. e Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=4.0 ft DEsIVNUMA Iti ,.,,.. .. =r` 1I# V ,. . k, Design OK Maximum Bending Stress Ratio = 0.32Q 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 • fb:Actual = 397.88 psi fv:Actual = 30.23 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+1-1 Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • • Maximum Deflection • Max Downward Transient Deflection 0.027 in Ratio= 2943 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.044 in Ratio= 1783 Max Upward Total Deflection 0.000 in Ratio= 0<240 •• I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib Pb V fv FY +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.149 0.068 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.32 144.68 972.00 0.16 10.99 162.00 +0+141 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.223 0.102 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.53 241.14 1080.00 0.27 18.32 180.00 +0+1..r+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.107 0.049 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.32 144.68 1350.00 0.16 10.99 225.00 +D+S+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.311 0.142 1.15 1200 1.00 1.00 1.00 1.00 1.00 0.85 385.83 1242.00 0.43 29.32 207.00 +0+00.7501J+0.750L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.161 0.073 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.48 217.03 1350.00 0.24 16.49 225.00 +D+0.750L+0.750S++1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.320 0.146 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.87 397.88 1242.00 0.44 30.23 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D ( ' 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans s 4 (971)645-0901 dennis@vistastructural.com '''''...,....,,, Printed.4 FEB 2015.799PM AA" Bt2aTtit1iJsersSDennisDOCUME-1\ENERCA-1th149ecf ENERCALC INC 1963=2015. d8.15.1.19,Ve:61.5.111:: Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers at front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Pb V fv Fv +0+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.084 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 144.68 1728.00 0.16 10.99 288.00 +0+0.70E41 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.084 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 144.68 1728.00 0.16 10.99 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.126 0.057 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.48 217.03 1728.00 0.24 16.49 288.00 +D+0.750L+0.7505+0.450W+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.230 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.87 397.88 1728.00 0.44 30.23 288.00 +D+0.750L+0.750S+0.5250E+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.230 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.87 397.88 1728.00 0.44 30.23 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.050 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 86.81 1728.00 0.10 6.60 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.050 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 86.81 1728.00 0.10 6.60 288.00 Overall Maximum Deflections �` w Load Combination Span Max'"Defl Location in Span Load Combination Max"+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0437 3274 0.0000 0.000 Vertical Reactions ' Support notation:Far left is#1 Values in KIPS w.� Load Combination Support 1 Support 2 Overall MAXmum 0.536 0.536 Overall MINimum 0.117 0.117 +D+H 0.195 0.195 +D+L+H 0.325 0.325 +D+Lr+H 0.195 0.195 +D+S+H 0.520 0.520 +D+0.750Lr+0.750L41 0293 0.293 +D+0.750L+0.750S+H 0.536 0.536 +D+0.60W+H 0.195 0.195 +D+0.70E+H 0.195 0.195 +D+0.750Lr+0.750L+0.450W+H 0.293 0293 +D+0.750L+0.750S+0.450W+H 0.536 0.536 *D+0.750L+0.750S+0.5250E+H 0.536 0.536 +0.60D+0.60W+0.60H 0.117 0.117 +0.60D+0.70E+0.60H 0.117 0.117 D Only 0.195 0.195 Lr Only L Only 0.130 0.130 S Only 0.325 0.325 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D ) 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com Printed:4 FEB 2015,7:09PM a_. ..,. „'ira5f..mow 4tIogexr<, glew;, wX '-112... We x<-, .....r-.z* .,. 0„ ,5'a ,. .. 00g3E. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers�vat master bath and laundry walls rr, 1 t or-F dd„i.r�> a7,.s 2 i J y-3+' .tet / . �., .. .-. a;4///. .:...vis. . �,:,,, Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!' 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(0.075)1(0-05)0)0.1201 * i i i i • i * D10 $ 1 i i 5)0.165)1(0.44) + * • • 2.26 Span=3.330ft F,„xr�As5 Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(roof trusses) 1 ':p `�iffaiiMARY ; .. t TADesign OK Maximum Bending Stress Ratio = 0.776` 1 Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fib:Actual = 908.37 psi fv:Actual = 91.26 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +0+L+H Load Combination +D+L+H Location of maximum on span = 1.665ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 1950 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1156 Max Upward Total Deflection 0.000 in Ratio= 0<240 s �oadLo a tp5: sim Form * Snssr ,ri Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M fb F'b V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.351 0.229 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.47 369.51 1053.00 0.41 37.12 162.00 44J+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.776 0.507 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.14 90837 1170.00 1.00 91.26 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.253 0.165 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 369.51 1462.50 0.41 37.12 225.00 +D+S4fi 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.377 0.246 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.64 506.97 1345.50 0.56 50.93 207.00 +0+0.750Lr40.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.529 0.345 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.98 773.66 1462.50 0.85 77.73 225.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D L. 7140 SW Queen Lane Engineer: DMH Project ID: 1149 oloirBeaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com Printed: YV©Oci Beari7 ,'a + -C`14400AennislAOCU&?E-1\1;NFRP.::m149ecf .,,h... _ ; #iCALC INC,'1963-2D15 BUild 5.119.Ver8.18.aj, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers at master bath and laundry walls Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t C L M ib Pb V fv Pv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.652 0.426 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.11 876.76 1345.50 0.97 88.08 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.197 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 369.51 1872.00 0.41 37.12 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.197 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 369.51 1872.00 0.41 37.12 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.413 0.270 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 773.66 1872.00 0.85 77.73 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.468 0.306 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.11 876.76 1872.00 0.97 88.08 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.468 0.306 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.11 876.76 1872.00 0.97 88.08 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.118 0.077 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 221.70 1872.00 0.25 22.27 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.118 0.077 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 221.70 1872.00 025 22.27 288.00 Overall.Ma amum,Deflections Load Combination Span Max"-"Dell Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.0345 1.677 0.0000 0.000 .Vett1CaI tteactioi15 ' _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.375 1.375 Overall MINimum 0208 0.208 +D-FH 0.559 0.559 +D+L+H 1.375 1.375 +D+Lr+H 0.559 0.559 +D+S+}I 0.768 0.768 +D+0.750Lr+0.750L+H 1.171 1.171 +D+0.750L+0.750S+H 1.327 1.327 +D+0.60W+H 0.559 0.559 +D+0.70E+H 0.559 0.559 +D+0.750Lr+0.750L+0.450W+H 1.171 1.171 +D+0.750L+0.750S+0.450W4l 1.327 1.327 +D+0.750L+0.750S+0.5250E+H 1.327 1.327 +0.60D+0.60W+0.60H 0.336 0.336 +0.60D+0.70E+0.60H . 0.336 0.336 D Only 0.559 0.559 Lr Only L Only 0.816 0.816 S Only 0208 0.208 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D /0,41 1,,w 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com � ,, „ ` Printed:4-FEB 2015,7:09PM e s ' a i f * �, 5 1 15..9,<1r,6. ,,,,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers at powder room and kitchen walls Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(0.16)((00..12)S/0.3) $ • i LIC* y V •• y 0 96) (0.0 i i i i • • • 1 + 0(0.165)L)0.41) i 1 • I • • • • • • • 22x6• • A • • • Span=3.330ft • liedd o Service loads entered.Load Factors will be applied for calculations. �k,,.. �'&_rs .,a.x,..,v»,mss,-t,:..n_�r,>, �:�.... Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=12.0 ft,(roof trusses) ,DE$!GN SUMM4RY... z , ., - Design OK Maximum Bending Stress Ratio = 0.941: 1 Maximum Shear Stress Ratio = 0.614 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,100.83psi fv:Actual = 110.59 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+1. Location of maximum on span = 1.665ft Location of maximum on span = 0.000 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.023 in Ratio= 1706 • • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.045 in Ratio= 879 Max Upward Total Deflection 0.000 in Ratio= 0<240 t ,Maximo rces,8 Stress fo4oad Cp 711:0;071-1, Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M ib Pb V fv F'v +0+H 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.461 0.301 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.61 484.98 1053.00 0.54 48.72 162.00 +0+L+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.941 0.614 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.39 1,100.83 1170.00 1.22 110.59 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.332 0.217 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.61 484.98 1462.50 0.54 48.72 225.00 +0+5+}{ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.606 0.396 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.03 814.90 1345.50 0.90 81.87 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.647 0.423 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.19 946.86 1462.50 1.05 95.13 225.00 j Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D s 7140 SW Queen Lane Engineer: DMH Project ID: 1149 ,s„ Beaverton,OR 97008 Project Descr: Tuckunder plans 1 161 (971)645-0901 dennis@vistastructural.com ""'� Printd:4 FEB 2015,7:09PW Wt3AA Qec-ii.,,• 2 f =CAUsrrsSDenni 1CpCU1ME71 6RCA=3I1149ecF Lic.#:KW-06010523 .. �„a o9 .- ,. �.,. c` ; Licensee ECA C.INC a 2015 Thidd ?5.3.19 Vw 6.95 11:; Structural Engineering,LLC Description: 40D:headers at powder room and kitchen walls Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M ib F'b V tv F'v +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.888 0.580 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.51 1,194.30 1345.50 1.32 119.99 207.00 +D+0.60W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.259 0.169 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.61 484.98 1872.00 0.54 48.72 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.259 0.169 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.61 484.98 1872.00 0.54 48.72 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.506 0.330 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.19 946.86 1872.00 1.05 95.13 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.638 0.417 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.51 1,194.30 1872.00 1.32 119.99 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.638 0.417 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.51 1,194.30 1872.00 1.32 119.99 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.155 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 290.99 1872.00 0.32 29.23 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.155 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 290.99 1872.00 0.32 29.23 288.00 OverallMaximum:Deflections Load Combination Span Max. "Defl Location in Span Load Combination Max"+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0454 1.677 0.0000 0.000 yeitiCli Reds ions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 1.808 1.808 Overall MINimum 0.441 0.441 +D+H 0.734 0.734 +D+L+H 1.667 1.667 +D+Lr+H 0.734 0.734 +D+S+H 1234 1.234 +D+0.750Lr+0.750L+H 1.434 1.434 +D+0.750L+0.750S+11 1.808 1.808 +D+0.60W+H 0.734 0.734 +D+0.70E+H 0.734 0.734 +D+0.750Lr+0.750L+0.450W+H 1.434 1.434 +D+0.750L+0.750S+0.450W++i 1.808 1.808 +D+0.750L+0.750S+0.5250E+H 1.808 1.808 +0.60D+0.60W+0.60H 0.441 0.441 +0.60D+0.70E+0.60H 0.441 0.441 D Only 0.734 0.734 Lr Only L Only 0.932 0.932 S Only 0.500 0.500 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D t 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 ! ',. dennis@vistastructural.com a Printed:4 FEB 2015,7:10PM ' .a � � tt.YtN SM.', - �y ./ 43'4,A ' 1� -. y � ,� � s 1; ' ' ' , NG 1 �� . VXm K tre ,. t. ,7,,,,-444:,,*:,- ,,,. ( Lic.#•KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:header at first floor stair opening Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.4)L(0.27)S(0.68) j D(0y096) 1 y ... ,-Yi,,....v,,..,_ 1. tic.,..,. .. ..,t.,...__ t.�..as..... .. .„......._„._¢sm.°m.., 6.......... . ....... • A A 2-2x6 • Span=5.0 ft ..._,. Service loads entered.Load Factors will be applied for calculations. 4ti- -clad �xn,--.�w s.<,� 5 ,,.. � �, Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(wall dead load) Point Load: D=0.40, L=0.270, S=0.680 k @ 0.50 ft .:iESIG1151NMAYkY _ If Design OK Maximum Bending Stress Ratio = 0.379 1 Maximum Shear Stress Ratio = 0.526 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 509.82 psi fv:Actual = 108.86 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+Hi • Location of maximum on span = 1.332ft Location of maximum on span = 0.000 ft ••• Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 4266 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • • Max Downward Total Deflection 0.043 in Ratio= 1390 •• Max Upward Total Deflection 0.000 in Ratio= 0<240 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r cm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.308 0.312 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.41 323.97 1053.00 0.56 50.56 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.333 0.404 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.49 389.46 1170.00 0.80 72.65 180.00 +D+H-r+HH 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.222 0.225 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.41 323.97 1462.50 0.56 50.56 225.00 +D+S44 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtil=5.0 ft 1 0.372 0.513 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.63 500.43 1345.50 1.17 106.20 207.00 +0+0.750L1+0.750L+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.255 0.298 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 372.52 1462.50 0.74 67.13 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 4 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 Y 1j dennis@vistastructural.com Printed.4 FEB 2015.7.10PN qo,.beam PNEER=Ckt tI�1983 151St l%ai1j490 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:header at first floor stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Pb V fv F v Length=5.0 ft 1 0.379 0.526 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.64 509.82 1345.50 1.20 108.86 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.173 0.176 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 323.97 1872.00 0.56 50.56 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.173 0.176 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 323.97 1872.00 0.56 50.56 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.199 0.233 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 372.52 1872.00 0.74 67.13 288.00 +0+0.750L+0.750S+0.450W+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.272 0.378 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 509.82 1872.00 1.20 108.86 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.272 0.378 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 509.82 1872.00 1.20 108.86 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.104 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 194.38 1872.00 0.33 30.34 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.104 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 194.38 1872.00 0.33 30.34 288.00 OveraH'Maxlmum Deflections Load Combination Span Max"-"Defl Location in Span Load Combination Max"+"Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0431 2.318 0.0000 0.000 VeiticitiAeections.aSupport notation:Far left is#1 Values in KIPS Load Combination .._,., Support 1 Support 2 Overall MA)0mum 1.241 0.351 Overall MINimum 0.243 0.027 +D+H 0.600 0280 +D+L+H 0.843 0.307 +D+Lr+H 0.600 0.280 +D+S+H 1.212 0.348 +D+0.750Lr+0.750L+H 0.782 0.300 +D+0.750L+0.750S+H 1.241 0.351 +D+0.60W+H 0.600 0280 +D+0.70E+H 0.600 0.280 +D+0.750Lr+0.750L+0.450W+H 0.782 0.300 +D+0.750L+0.750S+0.450W+H 1241 0.351 +D+0.750L+0.750S+0.5250E+H 1.241 0.351 +0.60D+0.60W+0.60H 0.360 0.168 +0.60D+0.70E+0.60H 0.360 0.168 D Only 0.600 0.280 Lr Only L Only 0.243 0.027 S Only 0.612 0.068 W Only E Only H Only 1 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans lr U (971)645-0901 dennis@vistasiructural.com Prkited 14JAN 2015, 1:18AM ‘41461Wei - g .d Ed �v✓ is set % a l ` 4 3 %4P- JS98Pr1 e® 4 ,41 '4.4t44 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing under garage door 114WkiWii*TINZITZEMIM., a --:- Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinationsy� Usedy :ASCE 7-10 F4,1' ez• .x tatlin,.,R.d. .a i u.... Fi a r»4:R Material Properties AnalysislDesign Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd) Concrete Density 145 pcf Mn Allow%Temp Reinf(based on thick) 0.0018 4 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 ,; $ 3 Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250.0 pcf Increases based on footing Depth.... (Uses entry for"Footing base depth below soil surface'for force) Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of SoiVConcrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Distance Left of Column#1 = 18.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.0 ft Sq.Dim. = 6.0 6.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 0.50 ft Height = in Bottom Bars 5.0 4 1.0 0.0 in^2 Total Footing Length = 22.50 ft Top Bars 5.0 4 1.0 0.0 inA2 Bars Btwn Cols Footing Width = 2.170 ft Bottom Bars 5.0 4 1.0 0.0 in^2 Footing Thickness = 13.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 in^2 RebarM{� Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 ii-A Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.90 0.450 1.125 7.912 k Moment(+CW) = k-ft Shear(+X) = 1.728 k Applied @ Right Column Axial Load Downward = -7.912 k Moment(+CW) = 0.40 0.20 0.50 k-ft Shear(+X) = 1.728 k Overburden = 0.150 . ......... --4 111a- 4Vista Structural Engineering,LLC Project Title: Plan 40A,406,40D a 7140 SW Queen Lane Engineer: DMH Project ID: 1149 r Beaverton,OR 97008 Project Descr: Tuckunder plans k. 4r, (971)645-0901 dennis@vistastructural.com o- Panted 14 JAN 2015, 1:18AM Comto cl foci lln `- F1� curs �neiswOCUME NE CA,111149.ec8 T.� . gr _ ,-;... i ERC C,lNC 1983.20144 d .aa it.1s;v :i 14:11i8a. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing under garage door .DESIGNS{1MMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS 99,999.0 Overturning 0.0 k-ft 0.0 k-ft 0.0 PASS 99,999.0 Sliding 0.0 k 0.0 k 0.0 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0 1-way Shear-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 1-way Shear-Col#2 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#2 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Left of Col#1 -Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Bottom0.0 k-ft 0.0 k-ft N/A SoilBearrng-: Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stalaiity Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio tine Way Sheaf a _ Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 14 Beaverton,OR 97008 Project Descr. Tuckunder plans 0 (971)645-0901 dennis@vistastructural.com .. "' Printed 14 JAN 2015, 1:18AM �� ^�' �- * 84. ats#iteainxlt)L)CUMIw1eERGA- 't1d9,es#i � t1�1ti _Mt" < A `,::, ,, .: ': s���5 „ r z !I"Fi2C.>+SL At ' - ,A#1::,4. ,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 G IY@ti iit Olt1litit.> ,,a L..4- V ,fir. Material Properties Soil Design Values Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of dept= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 1.667 ft Z Length parallel to Z-Z Axis = 1.667 ft Footing Thicknes = 8.0 in 1 Pedestal dimensions... 4 X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in 0? ;h" m Height - in ''''.'''•;.4.x"_; Q Rebar Centerline to Edge of Concrete. cin at Bottom of footing = 3.0 in p ialgigai • R,0:0.::,,j .e..05:6-ullravo 1ili v-8-4/16" n .: n Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis _ Number of Bars = 2.0 °k^�� '"°14r°14"""•""" Reinforcing Bar Sizt = # 4 jl `I : ���( IIlllllq 1PId ... IIlilll Bandwidth Distribution Check (ACI 15.4.4.2) = Direction Requiring Closer Separation n/a ``S'""'°"°"'Z 2,� °"`°° ° #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 0.9080 2.420 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans „...,............) if ., i (971)645-0901 dermis@vistastructural.com Prhted 14 JAN 2115,1:18AM General F�Do#4ng A �_u; tr? tawoc�anai~3s>r�ptCA 1)11r,ecs e. .. 9,,,, �r ,. . ,h ; . , . , n,. ,.,,,: F ,. B4 ALCINC19-7014Build61411.18.Vw-,411.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8627 Soil Bearing 1.294 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1779 Z Flexure(+X) 0.6202 k-ft 3.486 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 Z Flexure(-X) 0.6202 k-ft 3.486 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 X Flexure(+Z) 0.6202 k-ft 3.486 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 X Flexure(-Z) 0.6202 k-ft 3.486 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1509 1-way Shear(+X) 12.402 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1509 1-way Shear(-X) 12.402 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1509 1-way Shear(+Z) 12.402 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1509 1-way Shear(-Z) 12.402 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2855 2-way Punching 46.915 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H :Detalledka tilts -;4fi,. Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Ovetaming Stabih y E Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Slydmg Stability4 All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Status X-X,+1.40D+1.60H 0.1589 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.40D+1.60H 0.1589 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6202 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6202 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6202 +Z Bottom 0.1728 Min Temp% 0.240 3.4.86 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6202 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1362 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1362 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+1.605+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.605+0.50W+1.60H 0.1362 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1362 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+W+0.90H 0.1022 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+W+0.90H 0.1022 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+E+0.90H 0.1022 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+E+0.90H 0.1022 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.40D+1.60H 0.1589 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Vista Structural Engineering,LLC 7140 SW Queen Lane Beaverton,OR 97008 (971)645-0901 Project Title: Plan 40A,40B,40D Engineer. DMH Project ID: 1149 Project Descr. Tuckunder plans 1 ` dennis@vistastructural.com 0) �,,,'' Prhtect 14 JAN 21115 1:18AM -, t'-'''''-'''.."'.'1 1 r -�` "`a a f - y fii nw a a `a x _• i p y. , t e”1 a '?40 t ,�,�a,;:..,, ams ���y., #�rx. Y5g ��'�.. ..-, , g .0-tatia.,..c., r� .AW ..: ,_... l. �. .«'61,470.C, . 1r Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space Z-Z,+1.40D+1.60H 0.1589 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6202 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6202 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 ,, Beaverton,OR 97008 Project Descr. Tuckunder plans ' '410 (971)645-0901 k, dennis@vistastructural.com Printed 14 JAN 2015, 118A Genets!Foci#in :Wse+sVtenntsU3t3GMEsErrERCA i1118ec6 ,z , 1� ...: ; <:.. ,. .,, �.EN INCC1ss3-2o14 Budd;6:i 11,11$.yer.Sit.111$,: Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space Footing Flexure Flexure Axis Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+1.60L+0.505+1.60H 0.6202 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6202 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1362 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1362 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1362 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1362 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2875 +X Bottom 0.1728 PRin Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.2875 -X Bottom 0.1728 Moi Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+0.90D+W+0.90H 0.1022 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+0.90D+W+0.90H 0.1022 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+0.90D+E+0.90H 0.1022 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z +0 90D+E+0 90H 0.1022 +XBottom 0.1728 Min Temp% 0.240 3.486 OK One'Way-Shear . r , Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 3.177 psi 3.177 psi 3.177 psi 3.177 psi 3.177 psi 82.158 psi 0.03867 OK +1.20D+0.50Lr+1.60L+1.60H 12.402 psi 12.402 psi 12.402 psi 12.402 psi 12.402 psi 82.158 psi 0.1509 OK +1.20D+1.60L+0.50S+1.60H 12.402 psi 12.402 psi 12.402 psi 12.402 psi 12.402 psi 82.158 psi 0.1509 OK +1.20D+1.60Lr+0.50L+1.60H 5.748 psi 5.748 psi 5.748 psi 5.748 psi 5.748 psi 82.158 psi 0.06996 OK +1.20D+1.60Lr+0.50W+1.60H 2.723 psi 2.723 psi 2.723 psi 2.723 psi 2.723 psi 82.158 psi 0.03315 OK +1.20D+0.50L+1.60S+1.60H 5.748 psi 5.748 psi 5.748 psi 5.748 psi 5.748 psi 82.158 psi 0.06996 OK +1.20D+1.60S+0.50W+1.60H 2.723 psi 2.723 psi 2.723 psi 2.723 psi 2.723 psi 82.158 psi 0.03315 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.748 psi 5.748 psi 5.748 psi 5.748 psi 5.748 psi 82.158 psi 0.06996 OK +1.20D+0.50L+0.50S+W+1.60H 5.748 psi 5.748 psi 5.748 psi 5.748 psi 5.748 psi 82.158 psi 0.06996 OK +1.20D+0.50L+0.205+E+1.60H 5.748 psi 5.748 psi 5.748 psi 5.748 psi 5.748 psi 82.158 psi 0.06996 OK +0.90D+W+0.90H 2.043 psi 2.043 psi 2.043 psi 2.043 psi 2.043 psi 82.158 psi 0.02486 OK +0.90D+E+0.90H 2.043 psi 2.043 psi 2.043 psi 2.043 psi 2.043 psi 82.158 psi 0.02486 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 12.02 psi 164.317 psi 0.07315 OK +1.20D+0.50Lr+1.60L+1.60H 46.915 psi 164.317 psi 0.2855 OK +1.20D+1.60L+0.50S+1.60H 46.915 psi 164.317 psi 0.2855 OK +1.20D+1.60Lr+0.50L+1.60H 21.744 psi 164.317 psi 0.1323 OK +1.20D+1.60Lr+0.50W+1.60H 10.303 psi 164.317 psi 0.0627 OK +1.20D+0.50L+1.605+1.60H 21.744 psi 164.317 psi 0.1323 OK +1.20D+1.605+0.50W+1.60H 10.303 psi 164.317 psi 0.0627 OK +1.20D+0.50Lr+0.50L+W+1.6011 21.744 psi 164.317 psi 0.1323 OK +1.20D+0.50L+0.50S+W+1.60H 21.744 psi 164.317 psi 0.1323 OK +1.20D+0.50L+0.20S+E+1.60H 21.744 psi 164.317 psi 0.1323 OK +0.90D+W+0.90H 7.727 psi 164.317 psi 0.04703 OK +0.90D+E+0.90H 7.727 psi 164.317 psi 0.04703 OK • Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 •iiBeaverton,OR 97008 Project Descr. Tuckunder plans x (971)645-0901 dennis@vistastructural.com % Printeh 14 JAN 2015, 1:18AM Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Footing at shear wall line 3,adjacent to garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 �_iie`lir ` PM ge Material Properties Analysis/Design Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 4 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 ft*I_ Allowable Soil Bearing 1.50 ksf Soli Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250 pcf Increases based on footing Depth.... (Uses entry for"Footing base depth below soil surface"for force) Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increaser foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Distance Left of Column#1 = 1 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 8.50 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 14.0 ft = Bottom Bars 3 4 0.60 0.0 inA2 Total FootingLength = 23.50 ft Height in Top Bars 3 4 0.60 0.0 inA2 9 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 in^2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 in^2 Applied @ Left Column D Lr L S W E H Axial Load Downward = -5.681 k Moment(+CW) = k-ft Shear(+X) = 1.015 k Applied @ Right Column Axial Load Downward = 5.681 k Moment(+CW) = k-ft Shear(+X) = 1.015 k Overburden = 0.150 [ _, _ 4 13'-6" j Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 I, hBeaverton,OR 97008 Project Descr. Tuckunder plans % itazfr. (971)645-0901 o dennis@vistastructural.com : .....) " Prnted 14 JAN 2015, 1:18AM G©mbllr etd fo(4ing n: wennDOCUAA IENERCA 1‘114sec6 .-. , 2. . ,7.. W., il.�..M ..',. . .: .. .EWC .C,.trtc.1 14. i . .1l.1s.:ver;6,14.11, F Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing at shear wall line 3,adjacent to garage ;DESIGNSUMMAR'r , `.`. Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS 99,999.0 Overturning 0.0 k-ft 0.0 k-ft 0.0 PASS 99,999.0 Sliding 0.0 k 0.0 k 0.0 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0 1-way Shear-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 1-way Shear-Col#2 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#2 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Left of Col#1 -Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A '',:_$);:tBearing 734 Eccentricity Actual Soil Bearing Stress Actual 1 Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio "'Oyerturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One Way`Shear ` ,,15 3, .. -°w t?unchirig Shear. , Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans X10 (971)645-0901 dennis@vistastructural.com Printed 14 JAN 2015, 1:18AM 1� X41 'c..U f F1 '� k ,42,4"0A-1;V e " fs� cam^ t1W�,9 �;�� ���. "t AY r, k ruy 1.i t o3 '1I.e;a�,,S ..a.,.m �.�I,' .,- NC4 83- �{ h' 14411.,_... Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing at shear wall line 3,adjacent to garage(NOTE:IGNORE SLIDING-FOOTING TERMINATES AT BOTH ENDS INTO A BACKFILLED WALL) R067101** ,34,47.167611f, igii. Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties AnalysislDesign Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead bad? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 1 j Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive SlidingResistance 250.0 pcf Increases based on footing Depth.... p Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of SoiVConcrete Friction 1.0 Increases based on footing Width... Allowable pressure increaser foot ksf when maximum length orwidthis greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Distance Left of Column#1 = 1.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 8.50 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 13.50 ft Height = in Bottom Bars 3 4 0.60 0.0 inA2 Total Footing Length = 23.0 ft Top Bars 3 4 0.60 0.0 inA2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 i02 400.Logs h, ,E,. . ;' .<. •,' , Applied @ Left Column D Lr L S W E H Axial Load Downward = -6.103 k Moment(+CW) = k-ft Shear(+X) = 2.952 k Applied @ Right Column Axial Load Downward = 6.103 k Moment(+CW) = k-ft Shear(+X) = 2.952 k Overburden = 0.180 N = ezee m -+z•. ._- ' 8-b L - 1S-b" Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D / ,t I " 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans 111444 (971)645-0901 V dennis@vistastructural.com ».»- Prime&14JAN 2015, 1:18AM i f�1e c1USerslp�tl9�sS[l©CLIME 9NERCA�1��hI9eGFi C#)iY 1ne.1 -ooLIIkJ `` f .....t, f .k. ,t,i .. E13ERGALC ANG.1983-2O1 t.Budd6+1411.18 ter:6!14?1.18::' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing at shear wall line 3,adjacent to garage(NOTE:IGNORE SLIDING-FOOTING TERMINATES AT BOTH ENDS INTO A BACKFILLED WALL) ':DESIGNSUMMARi'. Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS 99,999.0 Overturning 0.0 k-ft 0.0 k-ft 0.0 PASS 99,999.0 Sliding 0.0 k 0.0 k 0.0 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0 1-way Shear-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 1-way Shear-Col#2 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#2 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A Soil Bearing Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio . Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One 1 ji Shear 'Purictiing Shear , Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 t Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 ;• Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 e dennis@vistastructural.com ..:._„...-. Prnte214JAN 2015, 1:18AM mr �.,, „ '� "' 11'-W111't \'' ele" y 'M r` r:% ' a fid "6,��P#4.4iS NE r 1;"149y ; T1�@ c . ,y>r , eAt rQ. 4 . . W ''4.'''''''''''°'. ��i �,4-c,„ ai: < ttAga .4 3:18 1x' ,14414. ,-, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:5 retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Criteria Soil Data Calculations per ACI 318-11,ACI 530.11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 216.0 Of Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 275.0 lbs BaseatBack of Wall l l Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stein Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK fb/FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,051.8 Allowable = 3,000 psf Moment....Actual ft-1= 2,396.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,554 psf Moment Allowable ft1= 3,671.3 ACI Factored @ Heel = 0 psf Shear Actual psi= 14.0 Footing Shear @ Toe = 1.7 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 20.3 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice f above in= 12.00 Lateral Sliding Force = 875.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 898.9 lbs Concrete Data Added Force Req'd = 0.0 lbs OK t c psi= 3,000.0 Fy psi= 40,000.0 ....for 1.5:1 Stability = 65.9 lbs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 a Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Project Descr. Tuckunder plans 't tilt Beaverton,OR 97008 1 j (971)645 0901 dennis@vistastructural.com aPanted 14 JAN 2015, 1:18AM Cantileveired Re rating WellW �o a OCUME 1lE$ CA 11114sec6 a; . ,= ,-r •-•:'f.-:k.� ; .?_....; ••: . F.. „ENE,RCAI INC, -201}B> 14111$.Ve 6,1411,18.. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Footing Dimensions&Strengths Footing Design Results Toe Width = 0.58 ft Toe Heel . Heel Width = 2.75 Factored Pressure = 3,554 0 psf Total Footing Width = 3.33 Mu':Upward = 554 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 48 1,901 ft-lb Key Width = 12.00 in Mu: Design = 506 1,901 ft-lb Actual 1-Way Shear 1.69 20.28 psi Key Depth = 0.00 in = Key Distancefrom Toe = 2.00 ft Allow 1-Way Shear82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 1,260.4 2.29 2,888.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.92 252.0 Added Lateral Load = 216.0 4.43 957.6 *Axial Live Load on Stem = 715.0 0.92 655.2 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.29 Surcharge Over Toe = Stem Weight(s) = 600.0 0.92 549.8 Earth @ Stem Transitions = Total = 875.5 O.T.M. = 2,461.3 Footing Weight = 416.6 1.67 694.3 Resisting/Overturning Ratio = 1.78 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 3,267.0 lbs Vert.Component = Total= 2,552.0 lbs R.M.= 4,384.1 *Axial live load NOT included in total displayed or used for overtuming resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH j _ Project ID: 1149 (971) Beaverton645-0901,OR 97008 Project Descr. Tuckunder plans 4. dennis@vistastructural.com ��}��)��y�Prr�i�tte-ddj14 JAN 2015, 1:18AM z � S Y s f �b� � G' St�!¢IInI PgcuV1 ".061401t �.£G C�rll eu5red t 1.M-tt mill �cnic Nc.t =2u14 tn�a.' sit111 w Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:6'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stern OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 2589 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 4.75 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,754 psf OK fb/FB+fa/Fa = 0.441 Soil Pressure a@ Heel = 129 psf OK Total Force @ Section lbs= 835.8 Allowable = 2,000 psf Moment....Actual ft-1= 1,618.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,298 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 169 psf Shear Actual psi= 11.1 Footing Shear @ Toe = 10.5 psi OK ShearAllowable psi= 82.2 Footing Shear @ Heel = 10.5 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lap splice if below in= 6.00 Lateral Sliding Force = 659.5 lbs Hook embed into footing in= 6.00 less 100%Passive Force = - 354.2 lbs Concrete Data less 100%Friction Force = - 656.0 lbs Added Force Req'd = 0.0 lbs OK tic psi= 0,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane04 Engineer: DMH Project ID: 1149 (971) Beavert645on-0901 ,OR 97008 Project Descr. Tuckunder plans Y„ Bennis@vistastructural.com • �" '�•^" Printed:14 JAN 2015, 1:18AM r itillevered Re#ai ung Wait' r 'Z Fk,cu rni DOD1JME-1\ENERca,,1\114sec6 ,..,.,,,n„,,,,,,.,,,,,,,,,,--.,-,..,all :.,.,a .,�,a„,g b, ... ,,,-- ti.iti. ,. _:' s. .,.-.,, .. _ `I 0) ,Atal'33 014:Aiiik£f4.:1118:Ver:04.11:18:,_- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:6'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.75 Factored Pressure = 2,298 169 psf Total Footing Width = 2.75 Mu':Upward = 1,020 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 141 514 ft-lb Mu: Design = 879 514 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 10.55 10.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 655.4 2.21 1,447.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 1.33 366.7 Added Lateral Load = *Axial Live Load on Stem = 715.0 1.33 953.3 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions = Total = 659.5 O.T.M. = 1,503.7 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 2.05 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,589.2 lbs Vert.Component = Total= 1,874.2 lbs R.M.= 3,086.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure ca(culation. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D >j7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans f10:. (971)645-0901 dennis@vistastructural.com �y q� }�", eye pPri ted 14 JAN 2015, 1:18AM 1a1�4� -- sty�t� i l'��Ing�Wi l 11 M IY SS ` y i I., x CAL*, tif3 tWS�t3�e:?ca $4t,E�.1't J< ,:: i' <. _,, f... .r 45.4+'f. .,.. g-: ,'.-�.O Y3`v..va......A.e.,. ..� >...>. ,,.?',. 3i.�" 8�.r.,�., + Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:4 retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11,ACI 530-11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psflft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pct NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 if Surcharge Over Heel = 0.0 psf p Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 275.0 lbs Bat Baackck oof l lSoil a = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.69 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.5! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 3.26 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,757 psf OK fb/FB+fa/Fa = 0.182 Soil Pressure @ Heel = 179 psf OK Total Force @ Section lbs= 355.8 Allowable = 2,000 psf Moment....Actual ft-1= 448.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,368 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 241 psf Shear Actual psi= 4.7 Footing Shear @ Toe = 1.4 psi OK ShearAllowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 315.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 420.8 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 111.8 lbs NG y psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D j 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans °: (971)645-0901 Bennis@vistastructural.com w.H '' Prated 14 JAN N115. 1:18AM Canblevetred'R,, --. hn 11Na11 ,x f� �:u se opnisoOcumE ERCA,ia1149ecs r _, , g.. . ,, �,,.'- ,„. ,ENERCALG,1NC,1 -2014 Bt81d$.1419.1s.V&.14.A1.18a Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:4'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,368 241 psf Total Footing Width = 2.00 Mu':Upward = 274 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 257 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.40 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 315.7 O.T.M. = 481.7 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 2.69 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 `Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 -`$ Beaverton,OR 97008 Project Descr. Tuckunder plans ® (971)645-0901 ,, dennis@vistastructural.com Pritet 14 JAN 2015, 1:18AM s, 31 , r°j _ r z A C 0:0 T11t49*. : W to M4r4iE'�1�,1 1 �s .,giant' :'r z uNii.. ?` :� �„ . iy Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:4'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 96.0 pif Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stern = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Sliding = 0.88 UNSTABLE! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.14 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,256 psf OK ib/FB+fa/Fa = 0.275 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 451.8 Allowable = 3,000 psf Moment....Actual ft-I= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 411.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 42e.8 lbs Concrete Data Added Force Req'd = 50.0 lbs NG Pc psi= 0,000.0 ....for 1.5:1 Stability = 255.8 lbs NG Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Str0;4uctural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 I Beaverton,OR 97008 Project Descr: Tuckunder plans III (971)645-0901 's it ' , dennis@vistastructural.com ,,. Printed 14JAN 2015, 1:18AM Cantilevered RtainingWaIl E � : � vra4ENERCILCING_18832014,Bodd.S1411i18,Ver14 11.1cs8 Lic.#:KW 06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:4 retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 3,041 0 psf Total Footing Width = 2.00 Mu':Upward = 343 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 326 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.81 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 411.7 O.T.M. = 784.1 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 1.65 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 9 7140 SW Queen Lane En ineer: DMH Project ID: 1149 , Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Prited 14 JAN 2015, 1:18AM ii tt ig itt2 fik� �l k % 4 4 8 , � * � ' :.5 t S0, ? ( tq4 -se .m Lic.#•KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Plan 40:2'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318.11,ACI 530.11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pct NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 24.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf j Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.89 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,397 psf OK tb/FB+fa/Fa = 0.034 Soil Pressure @ Heel = 696 psf OK Total Force @ Section lbs= 99.8 Allowable = 3,000 psf Moment....Actual ft-l= 82.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,963 psf Moment.....Allowable ft-I= 2,465.0 ACI Factored a@ Heel = 978 psf Shear Actual psi= 1.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lap splice if below in= 6.00 Lateral Sliding Force = 112.2 lbs less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK t c psi= 0,000.0 Fy psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D to. 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans 1_ j (971)645-0901 _, r dennis@vistastnictural.com ,..!,."""'"�� Prhtect 14 JAN 2015, 118AM fIe 0Users1p nts1QOCUME 11EN CA=11'1149.ec6 Cantilevered Retaining,Wali k £NEcALLlN iss3-2u14,13 :1:6.1411.3s,verami1is Lic # KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:2'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,963 978 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 83 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = 24.0 1.95 46.8 *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 112.2 O.T.M. = 131.1 Footing Weight = 150.0 0.67 100.0 Resisting/Overtuming Ratio = 3.66 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 *Axial live load NOT included in total displayed or used for overtuming resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descc Tuckunder plans ' (971)645-0901 0�, dennis@vistastructural.com Primtect 14 JAN 2075,1:18AAA ,;, �( c €� t y p x= ile .r ie:6t i t a Lic.#•KW-06010523 Licensee:Vista Structural Engineering,LIC Description: Plan 40:2'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11,ACI 530-11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psffft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stern = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.70 OK Wall Material Above"Ht" = Concrete Sliding = 1.96 OK Thickness in= 8.00 Slab Resists All Siding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.49 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,239 psf OK fb/FB+fa/Fa = 0.022 Soil Pressure @ Heel = 854 psf OK Total Force @ Section lbs= 75.8 Allowable = 2,000 psf Moment....Actual ft-I= 53.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,741 psf Moment Allowable ft I= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lap splice if below in= 6.00 Lateral Sliding Force = 88.2 lbs less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 Concrete Data less 100%Friction Force = - 238.0 lbsfc Added Force Re 'd = 0.0 lbs OK psi= 3,000.0 F q y psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D \ 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans ViOt: i/ - (971)645-0901 '" dennis@vistastructural.com Prided 14 JAN 3)15, 1:18AM Cantilevered Retaining Wall File-- eDenn lDOGt. E-1lENERCA- aa49.ecs ,:... - ,:_ ERCALC.INC.1983-2014.Buddaa4tt18.Ver6i9l1i$ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:2'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,741 1,200 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 54 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 88.2 O.T.M. = 84.3 Footing Weight = 150.0 0.67 100.0 ResistinglOvertuming Ratio = 5.70 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS <_ 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 S5 > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 0.956 g, Fa = 1.118 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S, <_ 0.10 S, = 0.20 S1 = 0.30 S1 = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.425 g, F. = 1.575 Equation (11.4-1): SMS = Fa Ss = 1.118 x 0.956 = 1.068 g Equation (11.4-2): SM1 = F„S1 = 1.575 x 0.425 = 0.669 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS — % SMS = 2/3 x 1.068 = 0.712 g Equation (11.4-4): S01 = % SM1 = % x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] T = 16 seconds Figure 11.4-1: Design Response Spectrum T<TT:Si=Sm(0.4+O.8TITa) 1712 -- T STET 'S -S TT<TSTL:SI=S ,IT ; e T>Tt.:S =SS,TLIT= 4 i1 f t t i , 4 i 7 t 44 4 i ; t ; i ! 4 i t i p G ; 4 3 i ; t ! � i 1 4 4 1 t j 526 I:000 a t 4 i A ; t ; t 4 t 1 S Penoi.T(te;:) Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCE) Response Spectrum The MCER Response Sp«trum is deterbed by multiplying the design response spectrum above by to ;Al .-- 0 } 22rks \4 -------: --- , To F.0.125 T U& 1O Penod,!)k Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[4] PGA = 0.421 Equation (11.8-1): PGA,, = FPGAPGA = 1.079 x 0.421 = 0.454 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA _a. 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class= D and PGA= 0.421 g, FPc.„ = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17E53 CRS = 0.895 From Figure 22-18[6] CR, = 0.871 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or II III IV SDS < 0.167g A A A 0.167g 5 SDS < 0.33g B B C 0.33g <_ SDS < 0.50g C C D 0.50g 5 SDS D D D For Risk Category = I and SD, = 0.712 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDI I or II III IV SD1 < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and SDI = 0.446 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g,the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category E "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf Vista Structural Engineering,LLC Plan 40,Tuckunder 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 SEISMIC CALCULATIONS (PER ASCE7) #OF STORIES 2 Ta 0.2 (=0.1 x#STORIES) Ss 0.956 S1 0.425 Choose A-E(Where the soil properties are not known in sufficient detail to determine the site SOIL SITE CLASS: D class,site D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site Fa 1.118 F„ 1.575; SME 1.068 (=FaS8) 1E 1.0 '.(Importance Factor) SMS 0.669 (=F„S1) R 6.5 (Response Modification Factor) SDS D1'- (Seismic Design Class) SDs 0x7'12 (=2/3XSM5) Spy 0,446- (=2/3xSoI) Cs 0.110 V 343 , lbs (=C,x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 15 psf 2ND FLOOR DEAD LOAD 10 psf FIRST FLOOR DEAD LOAD 10 psf AREA(ft2) WEIGHT(lbs) HEIGHT(ft) W%hxk C, F (lbs) 2ND FLOOR 944 18880 18.5` 349280 ..- 73.7% 2530 1ST FLOOR 1246.5 12465 10 124650 26.3% 903 k=1.0 TOTAL WEIGHT 31345 FX C„„V Vista Structural Engineering,LLC Plan 40,Tuckunder 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 WIND CALCULATIONS (PER ASCE7) Based on 95 mph 3-second gust Mean roof height,h(ft) 25 WIND PRESSURES Least horizontal dimension(ft) 36 ZONE A 19,0 psf a(ft) 0 : ZONE B 5:T psf 2a(ft) 7 2,„ ZONE C '124 psf Roof Pitch • 7/12 ZONE D 3 2 psf Roof Angle 30 3 WIND LATERAL FORCES ON SIDE ELEVATIONS APPLICABLE AREAS FORCE LABEL ZONE A ZONE B ZONE C ZONE D FORCE(lbs) PSA 0 " 77 • 0 • 0 PS8 0 0 76 253 SECOND FLOOR PFB 16 • 0 0 004 , FIRST FLOOR WIND LATERAL FORCES ON FRONT/BACK ELEVATIONS APPLICABLE AREAS FORCE LABEL ZONE A ZONE B ZONE C ZONE D FORCE(lbs) SECOND FLOOR Ps3 49 0' 0 fitt9 Psa 2 49 0 57 • 0 PFs 28 0. 19 0 . 771• „ PF4 28 0 19 0 �1 .F FIRST FLOOR Vista Structural Engineering,LLC Plan 40,Tuckunder 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 RESULTANT (GOVERNING) LATERAL FORCES SIDE ELEVATIONS FRONT/BACK ELEVATIONS FORCE LABEL FORCE(lbs) FORCE LABEL FORCE(lbs) PSA 1240 Psi 1649 PSB 1767 Ps4 1649 SECOND FLOOR SECOND FLOOR PF3 1122 PFa 1122 PF4 1122 FIRST FLOOR FIRST FLOOR Vista Structural Engineering,LLC Plan 40,Tuckunder 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 ENGINEERED WALL SEGMENTS 2ND FLOOR 8 1ST FLOOR 8 HEIGHT(ft) HEIGHT(ft) , TOTAL SHEATHING LABEL(SEE LENGTH OF #OF PANELS W/ TOTAL LENGTH STRAP/HOLD- CAPACITY WALL S1.0) SHEATHING HOLD-DOWNS OF PANELS W! DOWN TENSION BRACING REQUIRED (ft) HOLD-DOWNS CAP.REQ.(lbs) (#/ft) PATTERN S3 25 S4 25 a,"lslit a 4666 ` fp rotes -4 SECOND FLOOR • kliii.+ zs` � , � `r m� tz� SA SEE SEPARATE DESIGN ' �1K " SB 8 ,VNI %17 s Ili 4' 0111.0411,4, F3 2.5 01108 . ' N K F4 2.5cf i' O: tr ` . � Taxa- .r s� FIRST FLOOR FB 8 ., B R 8d COMMON 8d COMMON WALL BRACING CAPACITY NAIL SPACING NAIL SPACING IN PATTERN (#/ft) @ EDGES(in.) THE FIELD(in.) A 6 12 240 B 4 12 350 C 3 12 450 D** 4 12 700 E** 2 12 1170 NOTE:SHEATHING TO BE 7/16"APA-RATED OSB **SHEATHING TO BE APPLIED TO BOTH FACES OF WALL 1 0°/ v� (rcC,C -la f-titri � ip(SJ0'q 9 J1'���� ( ()JctJP J' SS o S: (» (-63°'''17,1 I �° fes- puggrpsO 416 L.j :1 ird r(%) 1\ 4+jle \11°4 111 . c1‘ill C(t*k - 9 0.4 C(.°` '1' TOP OF PLATE --- i 1. ___.,..._ -00 j0� '7, ` _2ND FIN. telS .......,, _. 1-__ rmal FLOOR • ri''"'''.. lik41)°- —e. i I --.1 I-- BSMT FIN. -- �'�. �� � SOH - . �^} Plan 40D REAR ELEVATION 1/8" = 1'-0" A- C' . i--to &-ei 'ccv wt.-iv ?3ZE5MS-5 To0i-1‘ 1 5r.il CSP) 0 is1 V I 0#0 pp.3 1-- lia.i4N 1.,vz.f,,,pes 1 tOk 12 -I (///].�'/��/' L 7,P OF 'ly'1 +1 J�� �rrti� .' �r ink-rLn7E_• �� �Q,Lir .".' ". Pr 71 _ - • 1111 A5cor C. ao-4ES !/'}1 6 v[ Irel '. i m u ���� rp- -- Coop~-isr vim1 111 1 --."' -_-__--_-_- I ,c N.FLOOR 1 3 1 41q°i............... ............k- - rueruporg 1Z [MI OWL_ NM !...m.--i=1:1 ri=liM . - ■ ■N■ ' M - ' =W ■ ■t W I near In- .. it op F;-_-.41-- I n in ■E■ cr-Aa ] i-- — ..`_ i.-_- 1`t= r5T!MR ^-- ,—, `_ark - '--. _ _ - , �— 'LSOR....... 1 Plan 40D FRONT ELEVATION . L/4 -r-o4 ' Mc--- ?-10 clot h£D it1 T'(of t,11A3D RoNM. EjrIS.Y 1 fa 419 100# '1 f, ( 2. / El 8.4i 1::::1 T____.7/ 14'' 44/Fr 64 iiiK & / _ . (ifqirfr ----...\icv 44,4\14 P i Or / ._• .. " • .• • • of ____I___,_ _ .r. _ AVia . it - M _ 1(4\6 :_..-- 1.11 =-----:1:- - _ ______7_;_.____.---- 1.... G.. . 1 r___ .____ _ ___ , * ___ _._ ...... ___ ._ c1 _ . it ILN's1. 1.414,/cq. �G1 Plan 40D SIDE ELEVATION ti <� 1/8 = 1'-O" 11;41-11 ti "1 I 4-10---/1 WiAK rer • tcahss TfVt) i I I I - - • \ - . ,. . =-_--__,._....__T__.:. __ . _• •. . .....r. . ... _ __. __ _ _. . ill-__ ._,•_._ -_______ _ .. •.• ....• ...._ .. . ; _____ __ . . _,v.., _ ,L,- _ ..,......= _ „..„...-.... _ _ ____ •... • _ ..• . . ._ il _ _ _..... _ ___ ._ ___ -1.____I __. • .. q4-,. - __. ... ... .,. . _ _. _ • . . •__t....„,.„- _ _..... _ _... .. • ,• ....... •, • , ..„-._:: ....... • _ _ ._. ._ . • . ;-- 4,_____ __,.-.-_- •___ _. _____ _ _ _...____ ,._ _:. .____._ . 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Q?...._.... .. i_. _.:._ .. , . .:... ,.._ . ..... .. . .. ....._... ....-... . .. __.. ..... ... _ __.... . ; PROJ: LiO48C DATE: VISTA PROJ#: 1itt, ji Li i — STRUCTURAL. — ENGR: ENGINEERING : LLE 71-w4 _ .. ..- aJ - 6, *.t S.r - Zr'lk . - 1.'s Foot- &t4_F.. _ . . . tA• tSnttc- , - , • t - 4- :, -t t__- __ _ t r17 i . i i k...): 2.....,_ 1:.;-_-_ 0-9 ..ttipr- : v) — 131#frr 'G.3_,t --›- / 4(4.,._..... ,.... . r : a ' T—..-- v . .— s .6) LL ' I q4 ' t‘ .4 41.. .-.- . e .7,. _:. ___P--... _74- CI .41")17--__ L-; 116.4? #e : .'1 --.,4IZf3_ -. _Eft o - . b''. . 4OI.6....p._` . 1- PROD: 4(-•!F Al g`t DATE: VISTA PR°J1lqq $il$1 STRUCTURAL_ ENGR: 10 ` EN NEER1NG LLC - - c — ; 4-- snk c. 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Rte . _��L� __.9�E- _o�...��u�: . . . _ __ Force Transfer Method Job: Plan 40A,B,D 5 0 7 8 Client: Polygon Northwest Company *1-------#. Area of house: Line 2,2nd floor WIND/SEISMIC FORCE Lateral Force 2248# Wind Force(1)or Seismic Force(2): • • 1 Maximum H/W Pier ratio: 3.5:1 A 0 F Overall Wall Height 8 ft Overall Wall Width 22 ft Height 1-2 -1•:ft Height 2-3 3.5.ft Height 3-4 3.5'ft Length 5-6 • 4 ft Length 6-7 •6 ft FORCE Length 7-8 12 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: .I,'',8.17,# STRA• OPENING OPENING G Shear at bottom of panel: -',.:•:E.-.;.:,',', .192.]#/ft W D11-IS OK HEIGHTS OkE. HtW RATIOOF WALL "IERS 01< .o,,...., B&G Horizontal: v= Fso 140,5#If( D&E Vertical: v= 181.7#/ft Forces at points 2-6,2-7,3-6 and 3-7: ;1(790#„ , t i Forces zero out at points 2-5&2-8: v2-5 to 24e= ''.::, '..?.:0.,11,6:.,4t/ft " vzato z-e= 90:8#/ft" • = C S H A&C Horizontal: v= „132.0 U/ft" F&H Horizontal: v= -49.7#/ft Vertical Force @ Point 2-6: F= 0k 4 Vertical Force©Point 3-6: F= 60:44.414..'.' ,.i 3 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1090# FORCE FORCE Strap required for horizontal force transfer: .Simpson-0518 Q End length required: •11 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HD112-SDS2 ,1,w/SSTB24,.i. o ,,,., Hold-down required at points 4-5 and 4-8 on existing foundation: ,5/8-inch threaded rod embedded 10 inches w/Siriipson HDU5-SDS2 5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson 0522 with inch end length N ANx, Number of 16d nails required @ 16"o.c.at bottom plate for shear '.2i Force Transfer Method Job: Plan 40A,B,D 6 6 7 8 Client: Polygon Northwest Company ,e 4 1 Area of house: Line 5,2nd floor WIND/SEISMIC FORCE Lateral Force 4573# Wind Force(1)or Seismic Force(2): 1 0 F Maximum H/W Pier ratio: 3.5'i:1 Overall Wall Height 8 ft Overall Wall Width 22 ft Height 1-2 5.5 ft 2 Height 2-3 2.5 ft Height 3-4 0 ft Length 5-6 3:75 ft Length 6-7 21 ft FORCE Length 7-8 16.25 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 1863# STRAP ° OPENING OPENING G Shear at bottom of panel: > 208'#/ft WIDTHS OK, HEIGHTS"OK HAN RATIO OF.WALL'PIERS OK B&G Horizontal: v= 228.7#/ft D&E Vertical: v= 302.3'#/ft 3 __ Forces at points 2-6,2-7,3-6 and 3-7: 605# Forces zero out at points 2-5&2-8: 1613#/ft V2-5 to 28= 37.2#/ft 0 j E H A&C Horizontal: v= •67,4#/ft i i F&H Horizontal: v= -191.4#/ft i i i Vertical Force @ Point 2-6: F= -2034# 4 Vertical Force @ Point 3-6: F= -2605# 4 1 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 605# FORCE FORCE Strap required for horizontal force transfer: Simpson CS22 t 4 End length required: 7 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SIS2,5 w/SSTS24. Hold-down required at points 4-5 and 4-8 on existing foundation: 518-inch threaded rod embedded 10 inches w/Simpson HDUS•SDS2 5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS16 With.13-inch:end length Number of 16d nails required @ 16"o.c.at bottom plate for shear. 4 Force Transfer Method Job: Plan 40A,B,D 5 8 7 8 Client Polygon Northwest Company 41-------0, 1 Area of house: Line A,2nd floor WIND/SEISMIC I FORCE t Lateral Force 1969# i Wind Force(1)or Seismic Force(2): 1 I Maximum H/W Pier ratio: 3.,5:1 A 0 t F I 1 Overall Wall Height 8 ft t Overall Wall Width 15 ft Height 1-2 1'.ft 2 Height 2-3 4'ft Height 3-4 3 ft Length 5-6 3'ft Length 6-7 2.5 ft FORCE Length 7-89 5 ft TRANSFER WINDOW/DO Vertical reactions at bottom corners: !.', E11:11:06.0".# /DOOR WINDOW/DOOR# STRA'' OPENING OPENING G Shear at bottom of panel: t 131'#/ft !1.DT11S O1 ; .., HEIGHTS OK - F ,,H,W.t�ATIO OF WALL PI(Rs 01 ,.. ; B&G Horizontal: v= 1.57.5;#/ft D&E Vertical: v= 262 5#ift•, 3 —.--_W Forces at points 2-6,2-7,3-6 and 3-7: r ? 656. '., Forces zero out at points 2-5&2-8: v2_55,2.6= ,218.8#/ft v2-7 m 24e= 691 #/ft 0 5 H A&C Horizontal: v= 61 3';#/ft F&H Horizontal: v= 88,4,#/ft Vertical Force qg Point 2-6: F= 201.;4 4 Vertical Force @ Point 3-6: F= 83;1,# UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows 44110,..'!:',6,56',#,•..,.,- FORCE FORCE Strap required for horizontal force transfer: ",Simpson CS22 End length required: 7 inches Sufficient Panel Length for required end length? YES.; , Hold-down required at points 4-5 and 4-8 on new foundation: -Simpson-HDU2 5DS2s5 W/SST824 ,g „im„ , „. Hold-down required at points 4-5 and 4-8 on existing foundation: :5/8-inch threaded rod embedded 10 inches btu/,Simmipson HDU5 SDS25 Floor-to-Floor strap required at points 4-5 and 4-8: SImpson CS18,with• 1 inch!end length a,.„ y„ ,n „ri Number of 16d nails required @ 16"o.c.at bottom plate for shear:' 3 Force Transfer Method Job: Plan 40A,B,D 5 8 7 8 Client: Polygon Northwest Company .a tY 1 Area of house: Line 0,2nd floor WIND/SEISMIC Lateral Force FORCE 1969# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A O F Overall Wall Height ;8 ft Overall Wall Width 19 ft Height 1-2 1 ft 2 _ --- Height 2-3 5 ft Height 3-4 2 ft Length 5-6 3.5 ft Length 6-7 4 ft FORCE Length 7-8 11.5 ft TRANSFER Vertical reactions at bottom corners: 829:# STRA WINDOW/DOOR WINDOWIDOOR G Shear at bottom of panel: 104#/ft OPENING OPE NO WIDTHS OK ' HEIGHTS OK H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 131.3#/ft D&E Vertical: v= 276.4#/ft Forces at points 2-6,2-7,3-6 and 3-7: 1105# i Forces zero out at points 2-5&2-8: v2-5 to 2,3= 315.8#/ft v2a to 2-e= 96.1 #/ft C E H A&C Horizontal: v= 184.5#/ft F&H Horizontal: v= -35.1 #/ft i I Vertical Force©Point 2-6: F= -92# 4 i Vertical Force @ Point 3-6: F= -=748# Horizontal Force at top and bottom of windows= 1105# UPLIFT/COMPRESSION UPLIFT/COMPRESSION¢ Strap required for horizontal force transfer: Simpson CS18 FORGE FORCE End length required: 11 inches p Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS3,5 w/';SSTB24,' Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 Inches WI Simpson HDU5-SDS2<5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 With 7-Inch end length', Number of 16d nails required @ 16"o.c.at bottom plate for shear 2 Force Transfer Method Job: Plan 40A,B,D 6 8 7 8 Client: Polygon Northwest Company .41----44., 1 Area of house: Line 1,1st floor WIND/SEISMIC FORCE Lateral Force 1931 # Wind Force(1)or Seismic Force(2): 1D F Maximum H/W Pier ratio: 3:5;:1 Overall Wall Height 10 ft Overall Wall Width 22 ft Height 1-2 2 ft Height 2-3 5<ft Height 3-4 3'ft Length 5-6 4 ft Length 6-7 6 ft FORCE Length 7-8 12 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 876:# STRA` OPENING OPENING — Shear at bottom of panel: 83.'#/ft WIDTHS OK )HEIGHTS,OK ..,. ;.` H/W RATIt OF WALL PIE S OK, B&G Horizontal: v= 120.7#ift D&E Vertical: v= 175:5#/ft,;, 3 __ -- --- Forces at points 2-6,2-7,3-6 and 3-7: 1053# 1 t I Forces zero out at points 2-5&2-8: I 263.3#/ft 1 v2_510 w= , v2.72.4= 87.8#/ftO E H_.... A&C Horizontal: v= 142;.6#df F&H Horizontal: v= 0--32.9#/ft, Vertical Force @ Point 2-6: F= -66.;U 4 Vertical Force @ Point 3-6: F= 669 U UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1053 U', FORCE FORCE Strap required for horizontal force transfer: Simpson CS18 •,'-" End length required: 11'inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-5,05,2 5,W/5ST52 ,;`, „ ,,,,N. Hold-down required at points 4-5 and 4-8 on existing foundation: '518-inch:threaded rod embe ded 10 Inches Wi Simplon HDU5 SDS2z5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS20 wIfhr9 inch end length, , ',g -x., - .,,A, Number of 16d nails required @ 16"o.c.at bottom plate for shear/„ 2 Segmental Shear Wall Job: Plan 40A,8,D Client: Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 3012# f PAN+�.WENti," Number of Panels in Shear Wall Line 1 SEt&MICMAND 1 ORCE // / Wind Force(1)or Seismic Force(2): 1 '! , 'I f ! f; Maximum H/W Pier ratio: 3,5:1 ; /ifi SDS Ar irto 0.733, SHEATHING REQUIRED EY DESIGN a+ Overall Well Height 10 g �/ "ell/ Minimum Allowable Panel Width 2.857143 ft O;I/, 0 "�Total Panel Width in Shear Wall Line 8.5 ft !if/i ,, i` Aspect Ratio OK? YES' 1$j, i Uniform Wall Self Weight 150ft Panel Shear 354'#fft �} � `".^ Total Length of Shear Wall Line 8.50 ft i$ 0 0 t Required bottom plate size: 2X BottomPlate Required sheathing: 7/16-Inch'APA-Rated w/6d(d 8,8(12= HOLD-DOWN STRAP REQURED Panel Width 8,50 ft 9Y DESIGN or APPLICABLE} 11 Panel 1 Roof&Floor Dead Load 0#/ft M, 30120 ft-# Mr 317ft-# Tension force: --.:3506:# i 1 ANCNORAND HOLO-DOWN REQUIRED SY DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 PANEL WWII, �r' Lateral Force 5398# i Number of Panels in Shear Wall Line 1 gBlgtyClttnHpgCRC t • " Wind Force(1)or Seismic Force(2): 1 f� ji/-••,"4 p #/ 0. Maximum H/WPier ratio:SDS 1 33'1 SNEATHINOREWFNHOaYDEVON 1.0000010 f'd00! 0 11 it 0/ ///jet s Overall Wall Height 10'ft ##��/ li ///� Minimum Allowable Panel Width 2 857 43ft e#/ .% Total Panel Width in Shear Wall Line 9S ft /1 +/ Aspect Ratio OK? YBtli #/i,,/� Uniform Wall Self Weight I50#ift f,,' Panel Shear 58$#/ft 0$ q Total Length of Shear Wall Line 9.50',ft V to Required bottom plate size t ♦'3o}(orr) ga elite Required sheathing ,,,, igitigO 1£440101#184,) 3.02 HOLD-DOWN STRAP REGUIRSD Panel 1 Width 9.50 ft BYDESIGN(IF APPLICABLE) ll Mo igit0,10%ft4 M 354 ft-# IIMMININIIIII ., Tension farce: iii-RiR,.,.,., . ,Yom3a# ,,.. 1 ANCHOR ANO hOLD•DOWN 14E .,,....,.....,_.'",,! WUwREi BY ORSON Force Transfer Method Job: Plan 40A,B,D 5 8 7 8 Client: Polygon Northwest Company i Area of house: Line 6,1st floor WIND/SEISMIC Lateral Force FORCE 1042.5# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: ';'_'.;3,5:1 A D F Overall Wall Height 10 ft Overall Wall Width 16 ft Height 1-2 2 ft 2 Height 2-3 < 6'ft Height 3-4 2 ft Length 5-6 2.75'ft Length 6-7 10.5 ft FORCE Length 7-8 2.75'ft TRANSFER Vertical reactions at bottom corners: 652# TRANSFER STRA' _ WINDOW/DOOR WINDOW/DOOR 0 Shear at bottom of panel: 65 4/ft OPENING OPENING WIDTHS OK HEIGHTS OK 11/W RATIO OF WALL PIERS OKB&G Horizontal: v= 189.5 4/ft D&E Vertical: v= 162.9#/ft 3 W Forces at points 2-6,2-7,3-6 and 3-7: 1710 4 Forces zero out at points 2-5&2-8: v2_51.243= 621.9 4/ft v24to 2-B= 621.9#/ft. C E H A&C Horizontal: v= 432.4"#/ft F&H Horizontal: v= 432.4 4/ft Vertical Force(g Point 2-6: F= • 539 4 4 Vertical Force c Point 3-6: F= -598# UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1710 4 FORCE FORCE Strap required for horizontal force transfer: Simpson CS14 Y End length required: 16 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTl324 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 Inches w/Simpson HDUS-SDS2 5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 with 7.lndh''endlength' Number of 16d nails required g 16"o.c.at bottom plate for shear: 2 Force Transfer Method Job: Plan 40A,8,D 5 8 7 8 Client: Polygon Northwest Company s r, 1 Area of house: Line A,1st floor WIND/SEISMIC FORCE Lateral Force 4243# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: li.,404A:1 A 0 F Overall Wall Height 10 ft Overall Wall Width • 15 ft Height 1-2 2.5 ft 2 Height 2-3 3.5 ft Height 3-4 4'ft Length 5-6 5.5'ft \ / V Length 6-7 3 ft FORCE Length 7-8 6.5 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Weight of wall 12'psf STRAP— S OPENING OPENING G Dead load on top of wall 275#/ft Vertical reactions at bottom comers*: .-j34# Shear at bottom of panel: 2631#18 'WIDTH5101C HEIGHTS OK H//W;'F001 OF WALL,PI RS OiM,.,,;:z. A negative value denotes a downward force and,thus,no hold-down req'd 3 ---_-_ _-��--�- B&G Horizontal: v= . 353 6#%ft' • D&E Vertical: v= 20,6,#/ft;,• Forces at points 2-6,2-7,3-6 and 3-7: 62#= 4 t 1 ! 1 Forces zero out at points 2-5&2-8: C E i H v2-5 to 2-8= 1 L 2,#Nt { ! t 1 v2-7 to 2-e= A&C Horizontal: v= „M64,8;#(ft,.... ! 1 F&H Horizontal: v= „ '483'1„##t,„ ,' 4 - Vertical Force Point 2-6: F= 861# UPLIFT/COMPRESSION UPLIFT/COMPRESSION Vertical Force(�Point 3-6: F= ;Jy 2093,#c,•, ., FORCE FORCE: e Horizontal Force at top and bottom of windows= -62,#'r ,,..,,L.:. Strap required for horizontal force transfer: Slmpsorl 0522 r. End length required: 7.inahes Sufficient Panel Length for required end length? ,YES ?= Hold-down required at points 4-5 and 4-8 on new foundation: 'Sim6son HDU2 SDS2 S w/58TB24, Hold-down required at points 4-5 and 4-8 on existing foundation: ;51 Itidh�threaded rod embedded tf,Indies 4V/dif11fison 1.4'11:640I:51 OS Floor-to-Floor strap required at points 4-5 and 4-8: :Simpson CS22 with 7-Inch end length , ,,,, 4- Number of 16d nails required @ 16"o.c.at bottom plate for shear: ^;'" = 5 Force Transfer Method Job: Plan 40A,B,D 6 6 7 8 Client: Polygon Northwest Company 1 Area of house: Line B,1st floor WIND/SEISMIC FORCE Lateral Force 4243# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5:1 A D F Overall Wall Height 10 ft Overall Wall Width 19 ft Height 1-2 1 ft 2 Height 2-3 4 ft Height 3-4 5 ft Length 5-6 7.25 ft Length 6-7 7 ft FORCE Length 7-8 4.75 ft TRANSFER Weight of wall 12 psf STRAP a WINDOW/DOOR WINDOW/DOOR G Dead load applied at top of wall 275#/ft OPENING OPENING Vertical reactions at bottom corners": -1519# Shear at bottom of panel: 223;#/ft WIDTHS"OK.:. HEIGHTS OK H/W RATIO�OF WALL`PIERS Ol< 'A negative value denotes a downward force and,thus,no hold-down req'd B&G Horizontal: v= '. 3516#/ft D&E Vertical: v= ' 253,2#/ft t Forces at points 2-6,2-7,3-6 and 3-7: -1773# t i Forces zero out at points 2-5&2-8: t v241°243= -244,5#/ft C E H v2a to 24= `==373.2#/ft A&C Horizontal: v= -598.1'#Ht F&H Horizontal: v= -726.8#/ff 4 . I 8 8 Vertical Force(g Point 2-6: F= -345# UPLIFT/COMPRESSION UPLIFT/COMPRESSION Vertical Force al Point 3-6: F= -1759# FORCE FORCE Horizontal Force at top and bottom of windows= -1773;# y Strap required for horizontal force transfer: Simpson CS22 End length required: 7 Inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-Inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2:5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 with 7 Inch end length„ Number of 16d nails required @ 16"o.c.at bottom plate for shear: 4 Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Lines A&B,Floor FDN Lateral Force 4730# t PANEL WROTH,* Number of Panels in Shear Wall Line 1 --*� 9EISA1lOfMNO FORCE „,,..A0-.�. , •- Wind Force(1)or Seismic Force(2): 1 �f� 1r#097,-; 1® f /� �� Maximum H/W Pier ratio: 3�:1 �� � f r �/ 1j SHEATHING REQUIRED BY DESIGN A////41 / fr. Overall Wall Height 9.25'.ft ►"' 01 Minimum Allowable Panel Width ;2:642957;41 r;ArI ;d: Total Panel Width in Sheer Well Line 8f ,,l . Aspect Ratio OK? YDS; :0,0 $Uniform Wall Self Weight 100c,, #Jft 0r 75 Panel Shear .::8,00 ft Total Length of Shear Wall Line 8,00'ft isil $- w Required bottom plate size: {x)2x Ottom Pat®: Required sheatl161;64 ch,AF?A Rate 1 Hath f acearwl$d,©4 1 g ". - HOLD.DOWN STRAP REOUHtED �� Panel 1 Width 8.00 ft avozsm0060APPUCABLE) Panel 1 Roof&Floor Dead Load 165#/ft M, 604:ft-# Tension force: nti4# i i 1,i .. -. ""- ANCHORANO HOLD•WVM REQUIRED 8Y DESIGN Segmental Shear Wall Job: Plan 40A,B,0 Client: Polygon Northwest Company Area of house: Line 1,Floor FDN Lateral Force 3454 I PAWL ,hrrt{,,, Number of Panels in ar l Line 1 seskitchmNo Wind um (1)Pi r ratio: Forcle(2): " 1 gxenrxttap REQUIRED BY DESIGN _KX 0il 0 400" Maximum H/W Pier ratio: 3.5:1 1 I ii SDS g 0.)33' �/�r Overall Wall Height 9.25 ft / /// � Minimum Allowable Panel Width 2.642857 ft � I� Total Panel Width in Shear Wall Line 4 ft �! Aspect Ratio OK7 YES: Uniform Wall Self Weight 138.75:#/ft Panel Shear 864`#Ift Total Length of Shear Wall Line 4.00 ft Required bottom plate size: (2)2x Bottom Plate Required sheat11016-inch.APA•Rated Both Paces w/6d(g.3&12 HOLD-DOWN STRAP REQUIRED Panel1 Width 4.00 ft aYDEsfcNpFatPuc/SLSI ti ._,,,�yYyYY��„ ` Panel 1 Roof&Floor Dead Load 165#/ft M. 31949.5ft-# ., M 302ift-# ti Tension force: 7912# y r « a ANCHOR AND 8010.0OW8 REQUIRED BY DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor FDN Lateral Force 2030# PANEL WEAR,%+ Number of Panels in Shear Wall Line 1 ——+� SEISAtICANMO roma* ...i/0,/..4 /�' Wind Force(1)or Seismic Force(2): 1 �� �///////,,,���//////��� � s /' Maximum HANPier ratio: 3 35,:1 J/�o fw / / ;pi SHFrhTH1NOREQVIRE08Y0E$roN �A er '/// i� Soso 03' j/,//�' A 3R ! A' Overall Wall Height 9 25'ft ,o, I f l ! �. Minimum Allowable Panel Width 284285tft 0�1 ; 0 Total Panel Width in Shear Well Line 8.5'ft yi !�Aspect Ratio OK9 Y6.8 Uniform Wall Self Weight j38 75a#/ft �Panel Shear 235;#/ft Plus shear from panel above ,354=#/ft l� Total Panel Shear .53#Jft }# Total Length of Shear Wall Line 850 ft � Required bottom plate size (2tX Bot(om Plate; HOLD-DOWN STRAP REQUIRED Required sheathing: s79Y DESIGN RE APPUCEDLEj i16 inch APA P.ateri x 8d i 3 K 12 Panel I Width8.50 ft p_________________il. Panel 1 Roof&Floor Dead Load 0#/ft Mo lititilitt ft-it Mr .:293,:ft# Tension force: 217 :# Add Tension force from panel directly above: ,.:',.!:',.!,!3506'.# Total tension force: 5681# . d ANCHOR MO HOLO•DOWN REQUIR@O EY DES CH Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor FDN . 5075# X eANEt Wwtfrtl, Lateral Force E Number of Panels in Shear Wall Line 1 sEIaMEIGAMNQ FOR0E^ -- - Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5,:1 // Sos 0.733: SHEATHING REQUIRED BY DESIGN ////� ///!� Overall Wall Height 9.25 ft �� >�/ /4 // Minimum Allowable Panel Wdth 2.642857 ft (/ r� Total Panel Width in Shear Wall Line 9.5 ft 010/41 / %/" Aspect Ratio 0K7 ' YES Uniform Wall Self Weight 138.75:#/ft ' Panel Shear 53#/ft Plus sheer from panel above - '696#/ ft Total Panel Shear 749'#/ft }, Total Length of Shear Wall Line 9.50 ft Required bottom plate size: ,-(2)2x Bottom Plate HO:D,OOWN STRAP REQUIRED Required sheathing: ., =7/16-inch APA•Rated WLBd'�2&12 BY Required „`'�—� Panel 1 Width 9,50 ft y ', Panel 1 Roof&Floor Dead Load 0#/ft Mo ,4694 375 ft-# M, 328;'ft-# t. Tension force: 460'# Add Tension force from panel directly above: 5643'# Total tension force: 6103# • ANCHOR AND HOtD.DOWN REQUIRED BY DESIGN 1 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:1 614Y 2316,11:59AM s'` 9rI x ,i �Sz '��� �FIYe, 1t7s 417,9,iQt1iENEif1t1 � ailltltu s s} ✓ 1G#?CL,tt$C"1983 61f61a4#�t ..ice«i707e.. -.�a• .�,.,�. ,:� - _�:_.�.-. .rz ,,...._ray ,..,,���,. ..__< �x M ,..... Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Fri) 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 0550 L(0 220) tor 4x8 4x8 Span=1.0 ft Span=8.0 ft pp1ied F fi , a'„ Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.040 ksf, Tributary Width=5.50 fl flESrGN 5t N1aRY Design OK Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.314: 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 834.32 psi Iv:Actual = 56.60 psi FB:Allowable = 994.50 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.067ft Location of maximum on span = 1.000ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 867>=360 Max Upward Transient Deflection -0.042 in Ratio= 564>=360 Max Downward Total Deflection 0.138 in Ratio= 693>=240. Max Upward Total Deflection -0.053 in Ratio= 450>=240. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 +D+L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.054 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 0.14 53.81 994.50 0.96 56.60 180.00 Length=8.0 ft 2 0.839 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 2.13 834.32 994.50 0.96 56.60 180.00 +13+1J41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.050 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1243.13 0.19 11.32 225.00 Length=8.0 ft 2 0.134 0.050 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1243.13 0.19 11.32 225.00 +D+S+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1143.68 0.19 11.32 207.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed 1 MAY 2018 11:59A1.4 0' tsean s ` r Fie C 1lsa�tt?e-„,:-BSENERC--,,,114- - ., c...,.�,1k,< ..�.�� . ,.. .��.,�, , ,7,44,,..„.::.,.., .,z,..,� y.�.°�=£NE12CA1.�1NG 12U16 1� 16.475 1��:8.76)1:75;';, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv Fv Length=8.0 ft 2 0.146 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1143.68 0.19 11.32 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.035 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1243.13 0.77 45.28 225.00 Length=8.0 ft 2 0.537 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1243.13 0.77 45.28 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.038 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1143.68 0.77 45.28 207.00 Length=8.0 ft 2 0.584 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1143.68 0.77 45.28 207.00 +D+0.60W+1-1 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D-0.60W41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +0-0.70E4l 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L1+0.750L-0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1,300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505+0.450W4I 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505-0.450W+1 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505+0.5250E41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505-0.5250E41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 026 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 159120 0.11 6.79 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 Overall Maximum Deflection Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0531 0.000 +0+L+1-1 2 0.1384 4.022 0.0000 0.000 Vertical:Rea± tioin Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.392 1.083 Overall MINimum 0.167 0.130 +D+H 0.278 0.217 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2016,11:59AM � � P a�A ' z � tU.seaS sHK Ct gfS,c4£ t6t1 y `eav .+G'.,. 3e.. .s, ��r�,�. .fin. ,e '3i ✓n ;..}a.;�S`moi.,¢. q� .�,..,3 • ' ER rcoN 53 � e Y� ',,,• v:*v0,.I...��,',�'? #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) ' SIZ - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 4.D+L+H 1.392 1.083 +D+t r+H 0278 0.217 +D+S+H 0.278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+1-1 1.114 0.866 +D+0.60W+H 0.278 0.217 +D+0.70E+H 0.278 0.217 +D+0.750Lr+0.750L+0.450W+H 1.114 0.866 +D+0.750L+0.750S+0.450W+H 1.114 0.866 +0+0.750L+0.750S+0.5250E4l 1.114 0.866 +0.60D+0.60W+0.60H 0.167 0.130 +0.60D+0.70E+0.60H 0.167 0.130 D Only 0278 0.217 Lr Only L Only 1.114 0.866 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed 10 MAY 2016,2:27PM vai'v' O fl -,,'-'•; r,� �, Y P 4n..„)T Fae...cAtims(ena NERC t11SOec6 fNEf2Cmt£ :9NC.19832fl16,Bd6-1$+115 Ver61)i4.15..; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase • 0(0.06)L(0.24) • i V V i V * o(0.01�(o.oa) ♦ ♦ t * D(0.01)1jL( al* •i • • • 2-2x6 2-2x8 •• • • • Span=9.0 ft Span=1.0 ft • • Applied Loads' Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50->>6.50 ft, Tributary Width=6.0 ft Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.011 DESIGN SUMMARYDesi•n OK Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 985.00psi fv:Actual = 48.11 psi FB:Allowable = 1,055.70psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.777ft Location of maximum on span = 8.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio= 698>=360 Max Upward Transient Deflection -0.054 in Ratio= 446>=360 Max Downward Total Deflection 0.193 in Ratio= 558>=240. Max Upward Total Deflection -0.067 in Ratio= 356>=240. Maxtmuna Forces&Stresses for Load Coinb,na#ions Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.207 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 950.13 0.14 9.62 162.00 Length=1.0 ft 2 0.002 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 950.13 0.00 9.62 162.00 +D+L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 2.16 985.00 1055.70 0.70 48.11 180.00 Length=1.0 ft 2 0.011 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 0.03 11.41 1055.70 0.02 48.11 180.00 +D+Lr+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 20016,2 327PM nj e t 1 "S s"S AK'C � ZI ^E'�, x '� 9 ,1114„,:,$ II�T��`� §�Ff�, Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M lb Fb V fv Fv Length=9.0 ft 1 0.149 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1319.63 0.14 9.62 225.00 Length=1.0 ft 2 0.002 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1319.63 0.00 9.62 225.00 +D+S+1-1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1214.06 0.14 9.62 207.00 Length=1.0 ft 2 0.002 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1214.06 0.00 9.62 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.597 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1319.63 0.56 38.49 225.00 Length=1.0 ft 2 0.007 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1319.63 0.02 38.49 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.649 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1214.06 0.56 38.49 207.00 Length=1.0 ft 2 0.008 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1214.06 0.02 38.49 207.00 +1}+0,60W4l 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0_60W41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +0+0.750L1+0.750L+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750Lr+0.750L-0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 4)+0.750L+0.750S-0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +1J+0.750L+0.7505+0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 Load Combination Span Max ='Deft Location in Span Load Combination Max."+"Defl Location in Span +0+1.+H 1 0.1934 4.626 0.0000 0.000 2 0.0000 4.626 +0+L+H -0.0671 1.000 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Rint9d:10 MAY 2016,2:27PM Fde C-113sersSl�nsK1ODSEi+IERCA 111150.ec6 iitx}ti $e .� . ENt32CAL�INC 1 ��,- 6�fr415,4i164.96, Lic.#:KW-06070523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS Veiticall IRe cti017S Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.622 0.778 Overall MINimum 0.075 0.093 +D+H 0.124 0.156 +D+L+H 0.622 0.778 +D+J+H 0.124 0.156 +D+S+H 0.124 0.156 +D+0.750Lr+0.750L+H 0.498 0.622 +D+0.750L+0.750S+H 0.498 0.622 +D+0.60W+H 0.124 0.156 +D+0.70E+H 0.124 0.156 +D+0.750Lr+0.750L+0.450W+H 0.498 0.622 +D+0.750L+0.750S+0.450W+H 0.498 0.622 +D+0.750L+0.7505+0.5250E41 0.498 0.622 +0.60D+0.60W+0.60H 0.075 0.093 +0.60D+0.70E+0.60H 0.075 0.093 D Only 0.124 0.156 Lr Only L Only 0.498 0.622 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:51PM ?k i i`=R a "" "€ "�f 1 sc r r i ,�y '° 6 . n1S1QI#1E1�E33CA�#� .,x„✓3=x: .-.� ;,'�.�S a �F,'iR asx ,^�.rY"�` -n y =L. ;3 �.�,v "�i"s.�, E�.. .� .a3: wa. � k 04.6444,.. '1, ,:.., Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS MgrifIctr-ENTrWEIPP"PfPWININEMEiMli Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase i ♦ D(0.01611rL(0.06) i 414045,^0=M`:<+',,,' ,.``.,,.. 1Y X 2-2x6 Span=11.670 ft TAW1C4i44111, 10 1 „ % 741 Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 ft Desi•n OK Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio = 0.205 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,012.98psi fv:Actual = 36.88 psi FB:Allowable = 1,143.68psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +O+L+H Location of maximum on span = 5.835ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 IYiltY1 ©lC �Q =]�COt11311U11u Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.197 0.046 0.90 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1029.31 0.08 7.38 162.00 +134+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.886 0.205 1.00 1.300 1.00 1.15 0.85 1.00 1.00 1.28 1,012.98 1143.68 0.41 36.88 180.00 +D+Lr+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.142 0.033 1.25 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1429.59 0.08 7.38 225.00 +D+S41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.154 0.036 1.15 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1315.23 0.08 7.38 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.567 0.131 1.25 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1429.59 0.32 29.50 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.616 0.143 1.15 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1315.23 0.32 29.50 207.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:51PM Wood gown File C tUseis\Denn tO1 ENERCA 311150 ecfi; ?:�: �..... . -',--- tNERCAL(,.INC,19832016,13Uidt6.16:4.75,Ver6,16.415 Lic.#:KW-05010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M tb Fb V iv Fv +D+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.70E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.70E+1 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750Lr+0.750L-0.450W41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0+0.750L+0.750S-0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0+0.750L+0.750S-0.5250E44 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.60W+0.60H 1300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 Overall Maximum Defections ' Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Deli Location in Span +0441 1 0.4730 5.878 0.0000 0.000 "'Vertica�'Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.438 0.438 Overall MINimum 0.053 0.053 +D+H 0.088 0.088 +D+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +D+S41 0.088 0.088 +0+0.750Lr+0.750L+H 0.350 0.350 +D+0.750L+0.750S+H 0.350 0.350 +O+0.60W41 0.088 0.088 +D+0.70E41 0.088 0.088 +D+0.750Lr+0.750L+0.450W4I 0.350 0.350 +D+0.750L+0.750S+0.450W+H 0.350 0.350 +D+0.750L+0.750S+0.5250E+H 0.350 0.350 +0.60D+0.60W+0.60H 0.053 0.053 +0.60D+0.70E+0.60H 0.053 0.053 D Only 0.088 0.088 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only DECK LATERAL ANALYSIS JOB NAME Polygon Northwest Plan 40(Tuckunder) LOCATION Oregon Number of stories I I ROOF SL OIDL OjAREA 0 DECK LL I U DL 1" *.§4g 1 1AREA 180 Effective Seismic Wei:, t,W W A l 1. n' . i S, 0.962 S� 0.41:'1; Fe ``t ; w:: 1.115 F, 1.589 SMS .. 1.073 SM1 0.653, DESIGN SPECTRAL RESPONSE � � ar SDS _ '' :10 SDI ,;7'",� '� b,` Importance Factor,IE LO Response Modification Factor,R 6S Seismic Design Class: DJ Period,Ta(seconds) Cs V Weight,W(lbs) hX(ft) WxhXk C FX(lbs) 0.7E(lbs) Roof 0 i 1 #9S 4., . ill Deck i 4 4, �.. . k=1.0 Total 198 PROJ: 2k.n 6o - -b — r DA 672/7...C> c� ( 1 ) VI5TA PROD# tlsa 0001 — S TE UCURA�. -- ENGR DMH E H \ E E R Ti N 33 , L LL C 1 .: , 70- i.. T...._ Z �J - .. .._ . ComVize.SS:,00. 1)R • L q` D1 s' Z `{ ��hh / i j s I • • . q • s.. LL -r— i..---"",..i- /' i ! ��� ,i •l i---.1.,--- - 3_.. ... •T { �` fes'�' i- vsC . • ! f Ill?• �' f .... _. ...-_. .__ sy ._�_ .. _ ,, __ __.__ _ - /LT- Y i .. .. i 'Vi,'_�.':-Y E -fA�a' irJi-r1 . . _ .. .. ,Az - # !. • . . • i : . E • f IA ! _ kyr /� 1y a E ! ! t F f s ' i • i f _ i 5. ! F E E '.. . i • PL 14-431 1-23-15 Roseburg JI MAIN 9:31am :k I orewk I'ro<lacts Clomp ttnt 1 of I CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 its �p 11 00 11 a0 / 22 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# -- 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49plf) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER Strong— f, Copyright(C)2013 by Simpson S[rong-Tie Company lnc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVE RTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663