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MS T D-vli -Calculation Packet Reepiv ED JUN 1 4 2017 River Terrace - BU CITY F riGARD ILDIG DIVISION Tuckunder Plan 40 Tigard, Oregon March 6, 2017 Client : Polygon Northwest Company oao Pft-oPo, 8278 'SF /6/2017 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 7140 SW Queen Lane Beaverton, OR 97008 (971) 645-0901 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 v‘,,s0J) (971)645-0901 Bennis@vistastructural.com Printed 14 JAN 2015,1:17AM x,_ 1 ,p rmr '� 1iy� ��� " � � " 7 � rirr 0e® 1 � 11 6 ea r * z s r Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LL C Description: 40A:Beam supporting 2x6 pony wall above great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r Cm C t CL M tb Pb V tv Pv +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 +0+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 +0+0.750Lr+0.750L+0.450W41 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+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +0.600+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 Al @ Cly �s Load Combination Span Max. :ax .'"Defl Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.4430 7.303 0.0000 0.000 Alii l ,bl ST 77-F Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.066 3.066 Overall MINimum 0.580 0.580 +O+H 1.544 1.544 +D+L+H 2.124 2.124 +D+t_r+H 1.544 1.544 +O+S+H 2.994 2.994 +0+0.750Lr+0.750L41 1.979 1.979 +D+0.750L+0.750S+H 3.066 3.066 +D+0.60W+H 1.544 1.544 +0+0.70E41 1.544 1.544 +0+0.750Lr+0.750L+0.450W41 1.979 1.979 +D+0.750L+0.750S+0.450W+H 3.066 3.066 +0+0.750L+0.750S+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 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 4 4) Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Prided 14 JAN 2015, 1:17AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A: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-Frit 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 32.2100 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling * D(0..2175)L(0.1 S(0.3625) 5) • • AA 2-2,6 Span=211 11 , , ', : 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 445:. ..._ s a. ,F. . . Desi.n 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 fb:Actual = 237.27 psi fv:Actual = 29.77 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 = 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 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 tb Fb V fv Fv +D+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 +04-41 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 0.123 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 +0+1J+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 86.28 1462.50 0.12 10.82 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.750L+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 0.088 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 [ Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 6 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Protea 14 JAN 2015, 1:17AM . ya." 64:0i 3 77 a 1 ei a i 0 �� `�'?`3 a qtr , 5� Y7OntstE-1F 1 < 49 4t,„'.ase ' ,.l.w" w;�.'" . °,- � ` ' ::14Wt ,,,.�.,�,.., i+,l':rs , '00.14444. 1 7, :138* 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 lb Pb V N Pv +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=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 86.28 1872.00 0.12 10.82 288.00 +0+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=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 +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=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 Load Combination Span Max. 'Deft.s ' Location in Span Load Combination Max."+•Dell Location in Span +0+0.750L+0.7505+0.5250E+H 1 0.0033 1.007 0.0000 0.000 "' MSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.598 0.598 Overall MINimum 0.131 0.131 4041 0218 0218 40+L+1 0.363 0.363 +O+Lr+H 0218 0218 +D+S+1 0.580 0.580 +D+0.750Lr40.750L+H 0.326 0.326 +D+0.750L+0.750S+H 0.598 0.598 +D+0.60W4H 0218 0218 +D+0.70E+H 0218 0218 +D+0.750Lr+0.750L+0.450W+H 0.326 0.326 +0+0.750L40.750S+0.450W41 0.598 0.598 +D+0.750L+0.750S+0.5250E+1 0.598 0.598 +0.60D+0.60W+0.60H 0.131 0.131 40.60D+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 Beaverton,OR 97008 Project Descr. Tuckunder plans '° • (971)645-0901 dennis@vistastructural.com Prhhect 14 JAN 2015, 1:17AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A: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-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(0.2175)1.(0.145)S(0.3625) I' • • • 2.2x10 A Span=6.0 ft 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 Design OK Maximum ing BendStress 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 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 CL M fb Pb V fv FY +O+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 +0441 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 +4}4r41 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 2626 225.00 +0+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 +p+0.750Lr+a.750L+H 1.100 1.00 1.00 1.00 1h 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft1 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+O.750S+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 0.663 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,4OB,40D (*,j)siot 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 2015,1:17AM F- " '�'1,` w, r i:vAga*'"* e 4, �kN, ' ► V ��s "4^'x,'�' � a 9a t m 9I#9,GG$ ' a �".� r.' .-:_s a 1.fa: n.. ." .. ; ; a mL. .s»'S' ,ii.; g�_., .,„eta.,.t.4fi..443, .64. 1ttA t,i i4:4;.; 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 Cd C FN Ci Cr C m C t CI_ M lb Fb V fv Fv +D+O.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+O.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++1 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+O.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 +O.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 +O.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 1584.00 029 15.76 288.00 Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Dell Location in Span +D40.750L+0.750S+0.5250E+H 1 0.0554 3.022 0.0000 0.000 V4,111 311 8 w.O i iii "Z" V Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 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 +0+541 1.740 1.740 +D+0.750Lr+0.750L+H 0.979 0.979 +D+O.750L+0.750S+H 1.794 1.794 +D+0.60W+H 0.653 0.653 +D+0.70E+H 0.653 0.653 +0+0.750Lr+0.750L+0.450W+H 0.979 0.979 +D+0.750L+0.750S+0.450W+H 1.794 1.794 +D+0.750L+0.750S+0.5250E+H 1.794 1.794 +0.60D+O.60W+0.60H 0.392 0.392 +O.60D+0.70E+0.60H 0.392 0.392 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 ` 7140 SW Queen Lane Engineer. DMH Project ID: 1149 ‘s Beaverton,OR 97008 Project Descr. Tuckunder plans a r (971)645-0901 dermis@vistastructural.com -r,......._:,,-` Printed 14JAN 2015,1:17AM ... ,' .,„...�. .o,wsn4e 7 .S°'�d�d c ci.'.ako 0 3%'W Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 40A:Beam above back d 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-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 l 0(0.2175)L(0.145)S(0.3625) $ + + + D(0.006) $ + + $ + A 5.5x18 • Span=21.50 ft 1 °' r 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) :, r _ _ _ _ _ _ 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 = 1,672.20 psi fv:Actual = 100.49 psi FB:Allowable = 2,625.49 psi Fv:Allowable = 304.75 psi Load Combination +0+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 = 20.009ft 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 «e:... _ _ s. n ,1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C1 M fb Pb V fv Pv +D+H 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 +0+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 +D+0.750Lr+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 9Vista 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 denn is@vistastructural.com Prnted:14 JAN 2115,1:17AM K: ra . �:a":F�'3'.�,s., " ---,..:1--",;::,. [f.&K <!‘74.. 40. • 1Fa,�£.. Lic.#:KW-06010523 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 C m C t C L M lb 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 +0+0.70E+14 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 +0+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 +0+0.750L+0.750S+0.450W+11 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 �, 111111/1: X a, T" Load Combination Span Max.""Defl Location in Span Load Combination Max."+Dell Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.7199 10.828 0.0000 0.000 016 CAB ESupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXmum 7.700 7.700 Overall MINimum 1.559 1.559 +D41-1 3.608 3.608 +D+L+H 5.167 5.167 +D+Lr+H 3.608 3.608 +0+,541 7.505 7.505 +D+0.7501.5+0.750L+H 4.777 4.777 +D+0.750L40.750S+H 7.700 7.700 +D+0.60W+H 3.608 3.608 +D+0.70E+H 3.608 3.608 +D+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+0.5250E41 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 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastrudural.com Protect 14 JAN 2015, 1:170,4 ‘" F.:.. ..., Lic.#: K);\7:0-6-7:;:1-0-5:B'' Licensee Vista Structural Engineering,LLC 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-PM 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 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ll + D(0.2175)L(0.1145)S(0.3625) y l D(0.096) i i i i i 5.5x18 Span=21.50 ft 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) r 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 ib: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+0.750L+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 Cm C t CL M fb Fb V fv F'v +p+H 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 +D4L+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+0.750Lr+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 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 ,. Beaverton,OR 97008 Protect Descr. Tuckunder plans u (971)645-0901 dennis@vistastructural.com ,..... Prnte&14 JAN 2715,1a7AM ... t fir1:#i,,,: :'!- --. ". ,.,.rt 4t14 * 11' ' t� „ms s- , • ,i : :• 4490#3= 1 " i o Lic.#:KVV-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 C i C r C m C t C L M lb Pb V fv F'v +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 0237 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+0.7505+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 0237 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+O.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 2825 424.00 -r3� Skil tl � O3iS a..». _ .,.,-,...A m.., ,m.,,,,,'y_ llAa m , Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.7199 10.828 0.0000 0.000 0Support notation:Far left is#1 Values in KIPS �t�$ � C�Ohl3�u. . .gam, '. s� ,c%�..,�°: u PP Load Combination Support 1 Support 2 Overall MA)Omum 7.700 7.700 Overall MINimum 1.559 1.559 +D+H 3.608 3.608 +D+L+H 5.167 5.167 +D+Lr+FI 3.608 3.608 +D+S+H 7.505 7.505 +D+0.750Lr+0.750L+H 4.777 4.777 +D+0.750L+0.750S+H 7.700 7.700 +O+0.60W+H 3.608 3.608 +O+0.70E41 3.608 3.608 +D+0.750Lr+0.750L+0.450W+H 4.777 4.777 +D+O.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 +O.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 1 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 pf • dennis@vistastructural.com Ride2 14 JAN 2015, 1:17AM Lic.#: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-Pdl 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 + ++ 0(0.165)110.44)+ + Dfo+168) + + A 3.50 A Sps,=8.O8 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 i Design OK Maximum Bending 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 = 1,570.54 psi 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 C i Cr C m C t CL M fb Pb V fv F'v +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 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 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+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 0.245 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 +D+0.750Lr+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 2.17 103.24 331.25 +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 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Prided 14 JAN 2015, 1:17AM s1et`/ t '®' i 1148ec6/ .md r �+• s ? -� 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 C FN Ci Cr C m C t C L M fb Pb 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+0.60W+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 +0+0.70E41 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 +0+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 0243 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 +D40.750L+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 10324 424.00 +0.60D40.60W40.60H 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 flN� ,aX1R1U�t1l. C(. � fl$€ ly 4 Load Combination Span Max.="Dell Location in Span Load Combination Max."+Defl Location in Span +D+L+H 1 0.1872 4.029 0.0000 0.000 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+Lr4 1 1.332 1.332 +D+S+H 1.332 1.332 +D+0.750Lr+0.750L+H 2.652 2.652 +0+0.7501.40.750S+H 2.652 2.652 +D40.60W+H 1.332 1.332 +D40.70E+H 1.332 1.332 4D+0.750Lr40.750L+0.450W41 2.652 2.652 4040.750L40.750S+0.450W+H 2.652 2.652 44J+0.750L+0.750540.5250E+H 2.652 2.652 +0.60D40.60W+0.60H 0.799 0.799 40.60D40.70E+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,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 14 JAN 2015, 1:17AM 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 e::� : nam 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-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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i V D(0.185)140 44) V i V V D(0V92) V i A A 2-2,8 Span=3.330 ft ';17:0111 .0':n, Service loads entered.Load Factors will be applied for calculation 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 r � ii k , _.� DesigOK n 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 lb:Actual = 876.48 psi fv:Actual = 88.06 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 = 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t CI_ M tb Pb V iv Pv +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 +D+0.750Lr+0.750L-41 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 1.25 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 1 4Project Descr. Tuckunder plans (971)645-0901 Jo) dermis@vistastructural.com Printed 14 JAN 7015, 1:17AM 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 C d C EN C i C r C m C t C L M ib 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 +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 0.210 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 +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 0210 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 +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 0.404 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 +0+0.750L+0.7505+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 0.404 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 1872.00 026 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 1872.00 026 23.67 288.00 y ,Yeiir laXiri#iim aeneCtti 13:. r, , Load Combination Span Max.""Def Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.0333 1.677 0.0000 0.000 j;` c4 I�f,@a_CtioH18 1W Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXrmum 1.327 1.327 Overall MINimum 0.357 0.357 +D+H 0.594 0.594 +D+L+H 1.327 1.327 +D+Lr+H 0.594 0.594 +D+S+H 0.594 0.594 +D+0.750Lr+0.750L+H 1.144 1.144 +0+0.750L+0.750544 1.144 1.144 +D+0.60W+H 0.594 0.594 +D+0.70E+H 0.594 0.594 +040.750Lr+0.750L+0.450W4$ 1.144 1.144 +0+0.750L+0.750S+0.450W+1-1 1.144 1.144 +D+0.750L+0.750S+0.5250E+H 1.144 1.144 +0.60D+0.60W+0.60H 0.357 0.357 +0.60D+0.70E+0.60H 0.357 0.357 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 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 2015, 1:17AM Lia#:KW-06010523 MLicensee: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 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i $ DM s21 V i I A A 2-2 i Span=5.0 ft Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0120 ksf, Tributary Width=16.0 ft,(wall dead load) $ n ;.. .. ,;7!:'''''.7- 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 113:Actual = 476.03 psi fv:Actual = 35.67 psi FB:Allowable = 1,053.00 psi Fv:Allowable = 162.00 psi Load Combination +041 Load Combination +041 Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t 01 M lb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.452 0220 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 +D+Lr+FI 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+S+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 0.354 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+0.7501_+0.750S+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 0.354 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 (971)645-0901 dennis@vistastructural.com Primtect 14 JAN 2015, 1:17AM t .. iR w .:,. B s�1 6 4:404; TAW 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 Cd C FN C i C r Cm C t CL M fb Pb V fv Pv +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 +0+0.70E+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 0.254 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+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 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 1872.00 024 21.40 288.00 TO , tlltl ��Ctli?t1S �. Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.0408 2.518 0.0000 0.000 'ffz "` Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.480 0.480 Overall MINimum 0288 0288 +O+H 0.480 0.480 +D+L+H 0.480 0.480 +D+Lr+H 0.480 0.480 +D+S+H 0.480 0.480 +D+0.750Lr+0.750L+H 0.480 0.480 +D+0.750L+0.750S+H 0.480 0.480 +D+0.60W+H 0.480 0.480 +D+0.70E+H 0.480 0.480 +D+0.750Lr+0.750L+0.450W+H 0.480 0.480 +D+0.750L+0.750S+0.450W+H 0.480 0.480 +D+0.750L+0.750S+0.5250E+H 0.480 0.480 +0.60D+0.60W+0.60H 0288 0288 +0.60D+0.70E+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 (971)645-0901 dennis@vistastructural.com Priite&14 JAN 5115,1:17AM s e r Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:floor beam 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-Pill 1,350.0 psi Eminbend-roc 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 + + or+ 1 + + nro.09)L(O2 4) + + • &2610 Span=7Art 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) 47):1:, . : :-r: , Design OK Maximum Bending Stress Ratio = 0.65& 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 LattitYP,ALOSi @" 1s . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t CL M lb Pb V iv Pv +� 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 +0441 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+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 0.196 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 +0+S41 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+0.7501r+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 +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 (1,,. . Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com Prated 14 JAN 2015, 1:17AM ... V 4 .;;7 r, '+'f t11 ,x,� 7 &I a^A'v`£ '`' A�j/ -s s '.+ y �i, ` '$0.'✓ ! C i b tAll Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:floor beam at first floor stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M tb Pb V fv Pv Length=7.0 ft 1 0.482 0.239 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1138.50 0.92 49.54 207.00 + +0.60W4-1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.153 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.86 242.41 1584.00 0.42 22.94 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.153 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.86 242.41 1584.00 0.42 22.94 288.00 +0+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.347 0.172 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1584.00 0.92 49.54 288.00 +0+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.347 0.172 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1584.00 0.92 49.54 288.00 +D+0.750L+0.750S+0.5250E41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.347 0.172 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1584.00 0.92 49.54 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.092 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 145.45 1584.00 025 13.77 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.092 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 145.45 1584.00 0.25 13.77 288.00 , 8 ;M's17C111111m,Deflectigrl�$�' g .'fr4.?4,. Load Combination Span Max.="Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0649 3.551 0.0000 0.000 YC tins f ; , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 1239 1.407 Overall MINimum 0239 0.340 40441 0.399 0.567 +D+L+H 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 +D+0.750L+0.750S+H 1.029 1.197 +D+0.60W+H 0.399 0.567 +0+0.70E+H 0.399 0.567 +0+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 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 dermis@vistastructural.com Prided 14 JAN 2015, 1:18AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 40k 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-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 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + D(0.075)L(+5)5(0.125) • • • 2-24 • Span=6.333 ft 4,44 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 Design OK Maximum Bending Stress Ratio = 0.38Q 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 +D+0.750L+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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t CL M lb Fb V iv 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 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.127 0.059 125 1.200 1.00 1.00 1.00 1.00 1.00 0.38 171.68 1350.00 0.19 13.27 225.00 +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=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+0.750L+H 1200 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 1.25 1200 1.00 1.00 1.00 1.00 1.00 0.56 257.52 1350.00 0.29 19.91 225.00 +D+0.7501+0.7505+14 1200 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 1200 1.00 1.00 1.00 1.00 1.00 1.03 472.13 1242.00 0.53 36.49 207.00 t Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D iit,j7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com b tet4A 201/ 8AM .,,' se a fill -Ot , � � e . , � en ' �� � 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 C d C FN C i C r C m C t C L M 1b Pb V fv F'v +D40•60W+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+0.70E+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 1200 1.00 1.00 1.00 1.00 1.00 0.56 257.52 1728.00 029 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 +0+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 1200 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 1200 1.00 1.00 1.00 1.00 1.00 0.23 103.01 1728.00 0.12 7.96 288.00 iiiii mumDeflech101ii rmizqiiv-v; . Load Combination Span Max.'"Deft Location in Span Load Combination Max."+Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0493 3.190 0.0000 0.000 t ra L�JIS . K ,, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 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+H 0.356 0.356 +D+0.750L+0.7505+H 0.653 0.653 +040.60W+H 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 +0+0.750L+0.750S+0.5250E41 0.653 0.653 +0.60D+0.60W+0.60H 0.142 0.142 +0.60D+0.70E+0.60H 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 c,4*0)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:14 JAN 2015,1:18AM Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Floor beam at basement 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-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 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1 + Df 045140.121 i • + 010.091140.241 • A 2-960 Span=7.0 ft µ` ., ', 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 ',.. . � G _ ,. e1 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 fb: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 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 tb Fb V fv Fv +D+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+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 0.722 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 0.079 125 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+S4l 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 +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 0.472 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 i7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans t (971)645-0901 - dennis@vistastructural.com Pr 14 JAN 2016 118v a V s1,P49 14t e4l Lic.#: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 Cd C FN Ci Cr Cm C t CL M tb Pb V fv 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 +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 0.123 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+4-1 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 0.369 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+0.750S+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+0.750S+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 0.369 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 , .4 9` pllumu�nOeflectc�ne ' ."�.6 1 ,., Nt v , . Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +0441 1 0.0708 3.449 0.0000 0.000 EI'#t ,P.BCitli15 Y r.r-,ter ; I Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXrmum 1.588 1299 Overall MINimum 0260 0213 +D+H 0.433 0.354 +D+L+H 1.588 1299 +D+Lr+H 0.433 0.354 +D+S+H 0.433 0.354 +D+0.750Lr+0.750L+H 1299 1.063 +D+0.750L+0.750S+H 1299 1.063 +D+0.60W+H 0.433 0.354 +D+0.70E+H 0.433 0.354 +D+0.750Lr+0.750L+0.450W+H 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 _ Engineer DMH Project ID: 1149 7140 SW Queen Lane $ As . N �•Beaverton,OR 97008 Project Descr. Tuckunder plans * t • (971)645-0901 • dermis@vistastructural.com `w-,..-, ,.- Priite,t14 JAN 2015,1.18AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40k Header above garage door 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-Pill 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 y y D(0.1108) y y D(0.075)L(0.05)S(0.125) * i i i i A3.5x12 • i i Span=16.333 ft -.1i. '° 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) 1 6r• - . '1. 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 lb: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 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 O6 - 6 5iB 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 Po Pb V iv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.333 ft 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 +0441 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+FI 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 0.532 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 1.25 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 , 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dermis@vistastructural.com Printed i4 JAN 2715,1:18AM ay -r 2 ,✓ �: :r'!h v E 4.T 4y : `.A '' Yxx�S' 1. K 3 ^ s� 'Ir�,�yy .. �.IC. `�F TEI#Gyt�4+hr Lic.#: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 FN Ci Cr C m C t C L M tb Pb V N 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 2.27 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 +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=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+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 28.28 424.00 +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 Load Combination Span Max.'"Defl Location in Span Load Combination Max."+Dell Location in Span +0+0.750L+0.750S+0.5250E41 1 0.5579 8226 0.0000 0.000 ss �: Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.566 2.566 Overall MINimum 0.408 0.408 +D+H 1.494 1.494 +D+L+H 1.903 1.903 +D+Lr+H 1.494 1.494 +D+S+H 2.515 2.515 +D+0.750Lr+0.750L+H 1.801 1.801 +D+0.750L+0.750S+H 2.566 2.566 +D+0.60W+H 1.494 1.494 +D+0.70E+H 1.494 1.494 +1J+0.750Lr+0.750L+0.450W+H 1.801 1.801 +D+0.750L+0.750S+0.450W+H 2.566 2.566 +D+0.750L+0.750S+0.5250E+H 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 if 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 (971)6454)901 dermis@vistastructuraLcom , "' Prided 14 JAN 3115, 1:18AM e e � _ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC 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-Pdl 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 Dro.11)Lto.44) • 4xB A Span=8.60 R Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft 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 i fb:Actual = 843.80 psi fv:Actual = 71.76 psi FB:Allowable = 1,170.00 psi 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 # r e tete 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 Fb V fv FV 404H 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 14.35 162.00 443+44H 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 1170.00 121 71.76 180.00 40+Lr+1f 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 +13+541 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 +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=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 (t,ji 4 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Prided:14 JAN 3115,1:18AM e a e ., .,. E r ,,: U)en7s3Db 11NIE- 1 i d Y ;_ ,, , ; ,, ,mss. ,� 1s .. .qw. 2a 4r1t $ 1 ,l1 r., .4 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 C L M lb Pb V fv Fv +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 40.60D40.60W+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 +0.60D40.70E+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 10126 1872.00 0.15 8.61 288.00 Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Deli Location in Span +04141 1 0.0688 2.820 0.0000 0.000 �a10 it 1 Support notation:Far left is#1 Values in KIPS r _.�_-.d� .,:���a�i ,t '�...Amar.�.n.o. .�,. .,. ., o.�. Load Combination Support 1 Support 2 Overall MA)6mum 1.540 1.540 Overall MINimum 0.185 0.185 4041 0.308 0.308 +0441 1.540 1.540 +D+Lr+H 0.308 0.308 40+54 3 0.308 0.308 +D+0.750Lr+0.750L41 1232 1232 +D+0.750L+0.750S+H 1232 1232 +040.60W43 0.308 0.308 +D+0.70E+H 0.308 0.308 +040.750Lr+0.750L+0.450W+H 1232 1232 40+0.750L40.750S+0.450W41 1232 1232 40+0.750L40.750S+0.5250E41 1232 1232 40.60D+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 dermis@vistastructural.com ' -r- ' Printed 14 JAN 2015, 1:18AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40B:header 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-PrII 1,350.0 psi Eminbend-)o( 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 1 y D(0.0525)L(0.035)5(0.0875) y 1 • • A 4x10 A Span=15.50 ft Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=3.50 ft 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+}{ 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 lb Pb V fv Fv +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 +D44H 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 0.585 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+FI 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 1.200 1.00 1.00 1.00 1.00 1.00 1.58 379.07 1350.00 0.37 17.06 225.00 +0+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50ft 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 +D+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=15.50 ft 1 0.421 0.114 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.36 568.60 1350.00 0.55 25.59 225.00 +040.750L+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 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 Trane Enginr. DMH Project ID: 1149 / BeavertonSW,ORQueen 97008 ProtecteeDescr. Tuckunder plans '' (971)645-0901 lir dermis@vistastructural.com Printed 14 JAN 2015, 1:18AM AN " "M' *ZI,; ,Ya „_, y >� I� 1,,,z " �:1, ',14i441,4=7 , a w .' �. t�3a,1 141 9806 Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40B:header at front porch 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 FS/ +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 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+0.70E+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 1.200 1.00 1.00 1.00 1.00 1.00 1.58 379.07 1728.00 0.37 17.06 288.00 +0+0.750L1+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 1.200 1.00 1.00 1.00 1.00 1.00 2.36 568.60 1728.00 0.55 25.59 288.00 +0+0.750L+0.750S+0.450W41 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.603 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 +0.60D+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=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 +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 III .E 8X1'tlliill DE0C1411 ', Load Combination Span Max. "Dell Location ' in Span Load Combination Max.'+Dell Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.5106 7.807 0.0000 0.000 .a�t RElC tOAg� t' i o Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.119 1.119 Overall MINimum 0244 0244 +041 0.407 0.407 +D+L+H 0.678 0.678 +O+Lr+H 0.407 0.407 +D+S+H 1.085 1.085 +D+0.750Lr+0.750L+H 0.610 0.610 +D+0.750L+0.750S+H 1.119 1.119 +0+0.60W+H 0.407 0.407 +D+0.70E41 0.407 0.407 +13+0.750Lr+0.750L+0.450W41 0.610 0.610 +D+0.750L+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 0244 0244 +0.600+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 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 x . , dennis@vistastructural.com Prin d:4 FEB 2015,7:08PM 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 580.0 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)L(.)5(0.125) A A 2-2x6 Span=6.0 ft 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 0 7 _... . .. ?, 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 i Cr Cm C t C L M fb Pb V fv Pv +D+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 +3+L+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 40+S41 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+0.7501.r+0.750L+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 0.275 0.116 125 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+0.750L40.750541 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 it„--,,,,,,,,,, ,,,i)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 2015,7:08PM � fe - ktgl: e tfbtMFr i n5 ® t 11449. s • .d 1,44 { 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 C i Cr Cm C t CL M lb Pb V fv Pv +D40.60W+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 +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=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 1872.00 029 26.20 288.00 +0+0.750L+0.750S+0.450W+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 0.393 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 +0.60D40.60W+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 1.00 020 160.66 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 Load Combination Span Max'"Dell Location in Span Load Combination Max"+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0909 3.022 0.0000 0.000 ire . ,. y r z k 1 " Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall M&Xlmum 0.619 0.619 Overall MINimum 0.135 0.135 +D+H 0225 0225 +D+L+H 0.375 0.375 +D+Lr+H 0225 0225 +D+S+H 0.600 0.600 +D+0.750Lr40.750L+H 0.338 0.338 +D40.750L40.750S+H 0.619 0.619 4040.60W4l-1 0.225 0225 +0+0.70E4H 0225 0225 40+0.750Lr40.750L+0.450W+H 0.338 0.338 +040.750L+0.750S40.450W+H 0.619 0.619 +1J+0.750L+0.750S40.5250E+1-1 0.619 0.619 40.60D+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 LaneEngineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans 44) (971)645-0901 dermis@vistastnictural.com Prior:4 FEB 2015,7:O8PM Lic.# KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 40D:Beam above back of great room supporting wall above !,F t ®r 'ms `s 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 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + * D(0.010005)1(0.02668) D(0.0096) ll • 0 A3.5x13.5 • Span=21.50ft ,' PService 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 ' , , " ° Design OK Maximum Bending Stress Ratio = 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.O0psi Fv:Allowable = 265.00 psi Load Combination +0+L41 Load Combination +D+L+H 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 FN C i Cr C m C t C L M fb Fb V fv FY +D+H 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.352 0.150 0.90 t000 1.00 1.00 1.00 1.00 1.00 6.74 760.30 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 L38 43.89 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.253 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.74 76030 3000.00 1.13 35.72 331.25 +D+S+H t000 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 L000 1.00 1.00 1.00 1.00 1.00 6.74 76030 2760.00 1.13 35.72 304.75 +D+0.750Lr+0.750L+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 0297 0.126 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.89 89031 3000.00 1.32 41.85 331.25 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 2015,7:08P10 ,w § ` "i g % , t sa + eab a,aaX14 49 r ,�..., '�,�� 5,.. ': '. "ate .., a. ."'°q �.,.:. :... ?.',.:4140449.03a45 r. 9�s. t "' 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 C i Cr C m C t CI_ M fb Pb V fit FV +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 +0+0.60W+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 76030 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 +0+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 +0+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=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+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+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 +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=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 Kerallr/Ilaxfmultl biflec`tJans,O' f Load Combination Span Max""Dell Location in Span Load Combination Max"+"Defl Location in Span +D+L+H 1 0.5363 10.828 0.0000 0.000 1.874WilardiS4- Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX'imum 1.540 1.540 Overall MINimum 0.287 0.287 +D+H 1.253 1253 +D+L+H 1.540 1.540 +D+Lr+H 1253 1253 +D+S+H 1.253 1.253 40+0.750L r+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 +0+0.70E+1-1 1253 1253 +D+0.750Lr+0.750L+0.450W+H 1.468 1.468 +D+0.750L+0.750S+0.450W+H 1.468 1.468 +D+0.750L+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 1253 1253 Li Only L Only 0287 0287 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 I Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com Printed:4 FEB 2015,7:O8PM � � � ��C y..... ;� ��; :,Ara.✓,..:,.;,�'N:5'... �� E �,°='::,, ,-.'-'7,:M17, y"Y`:�n� 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + * D(0.075)L(+5)S(0.125) + + D(0.010005)L(0.02665) 1 D(0.096) 'V , 5.5x15 A Span=21.50 ft .4, •.;::: Service 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=0.044)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) e , , Design OK Maximum Bending Stress 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 = 1,179.05 psi 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 {l i 3.i P ','!:,i'.•..°a a` Aad 443,q:i4®.;fie' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr C m C t CI_ M 1b Pb V fv F'v +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+}I 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 92833 2325.05 2.64 48.06 265.00 +04r+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 +D+6+}{ 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 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans t(¢ c. (971)645-0901 It, i dennis@vistastructural.com Printed:4 FEB 2015,7:06PN ea ver, .k ' t '1 41;V':;Y046 4. 1;k ..„. '''' a.-' '_ .� � sis .fi.^.."..` ''''''''''''4-'''''' „ .�c�� ',v -''''' '' 82 .' -,isLa Structural Engineering.LLC 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 FN Ci Cr Cm C t CL M lb Pb V fv FY Length=21.50 ft 1 0.297 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+11 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 +0.60D+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 [ . 7c I#t rt} fltrc�{ y, : Load Combination Span Max="Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.6091 10.828 0.0000 0.000 ar F- '' 7y, 6 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.770 3.770 Overall MINimum 0.824 0.824 +D+H 2.144 2.144 +D+L#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 +D40.750L+0.750S41 3.770 3.770 +D+0.60W+H 2.144 2.144 +D+0.70E+H 2.144 2.144 +D+0.7501Jr+0.750L+0.450W+H 2.762 2.762 +D+0.750L+0.750S+0.450W+H 3.770 3.770 +D+0.750L#0.750S+0.5250E+H 3.770 3.770 +0.60D40.60W+0.60H 1287 1287 +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 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dermis@vistastructural.com Paned:4FE82015,7.08PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 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-Pill 1,650.0 psi Eminbend-xx 930.0ksi 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 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.7 L(0.44) + D(0.6)L 0.4)S(* $ V D(0.12) 2) V $ A A 3.5x9 Span=8.330 ft 8 6 g 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=1.Ok@1.50ft ...... r _ . f '.' 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+L+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 :41FSE , fi' I-�1a s 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 Fb V fv Fv +041 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 +0+141 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 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.249 0.211 125 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+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 0.511 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 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans I 111 (971)645-0901 dennis@vistastructural.com Printed:4 FEB 2015,7:08PM 3�� ® 'a..8 ffi C„s, § t & 1"�� 1= Y+ `.J 'E'P a '✓',- z"5b f' ''J r CE ,!6 O .t 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 C i Cr C m C t CL M lb Pb V fv Fv +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 +0+0.70E41 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+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=8.330 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 +0+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=8.330 ft 1 0.439 0.389 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.64 1,68725 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 +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=8.330 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 Load Combination Span Max'"Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.2348 4.104 0.0000 0.000 *70f Support notation:Far left is#1 Values in KIPS wE1 be8t10l15: ,:•. :,. Load Combination Support 1 Support 2 Overall MA)Gmum 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 1.295 +O+S+H 2.499 1.475 +D+0.750Lr+0.750L+H 3.299 2.724 +0+0.750L+0.750S41 3.914 2.859 +D+0.60W+H 1.679 1295 +D+0.70E+H 1.679 1.295 +D+0.750Lr+0.750L+0.450W+H 3299 2.724 +D+0.750L+0.750S+0.450W+H 3.914 2.859 +0+0.750L+0.7505+0.5250E41 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 1295 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 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com • "' Printed:4 FEB 2015,7 05P Licensee:Vista Structural Engineering,#:KW-06010523 ineerin 9 9.LL C Description: 40D:headers at 2nd floor stair opening,tech room,and bath#3 r 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 :Doug lasFir-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(0.18)1 12)Sf0.3) I • 2-2x6 • ( Span=4.330ft., 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 r t� F n 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 4O+0.750L40.750S+H Load Combination +D+0.750L+0.750S+H 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C1 M tb Fb V iv F'v 4D+H 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 +0444 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 404r41 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 40+S+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 0.663 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 4040.7501r40.750L44 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 0.186 125 1.300 1.00 1.00 1.00 1.00 1.00 0.63 502.04 1462.50 0.46 41.89 225.00 4040.750140.750S44 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 / 7140 SW Queen Lane Engineer: DMH Project ID: 1149 £ Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com Primed:4 FEB 2015,7:08PM is s m o f r f s TIC iZt ge e e 1'9 ( 49 =A":�4<. .. `:"o.,.� .f� .<.. �< y.. 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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 iv Pv +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 +0+0.70E+4-1 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+0.750Lr+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=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 +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=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 qs"-d'," natioit 'T 'YS":'a'x .. 6 _ � r Vit' Load Combination Span Max "Defl Location in Span Load Combination Max"+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0592 2.181 0.0000 0.000 t , Vertical R.HaGticins 1/ ; " Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MNOmum 1.072 1.072 Overall MINimum 0.234 0234 +D+H 0.390 0.390 +D+L+H 0.650 0.650 +D+Lr+H 0.390 0.390 +D+S+H 1.039 1.039 +D+0.750Lr+0.750L+H 0.585 0.585 +0+0.750L+0.750S+H 1.072 1.072 +0+0.60W+H 0.390 0.390 +D+0.70E+H 0.390 0.390 +D+0.7501J+0.750L+0.450W+H 0.585 0.585 +D+0.750L+0.750S+0.450W+H 1.072 1.072 +D+0.750L+0.750S+0.5250E+H 1.072 1.072 +0.60D+0.60W+0.60H 0234 0234 +0.60D+0.70E+0.60H 0.234 0234 D Only 0.390 0.390 Lr Only L Only 0260 0260 S Only 0.650 0.650 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 Protect Descr. Tuckunder plans (971)645-0901 4s*)dermis@vistastructural.com Printed:4 FEB 2015,7.09Pt Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 4011 header at bedroom#3 ms,. 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-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(0.12)S(0.3) i V V $ V 411 III A A 2-2x8 1 Span=6.330 ft 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 i0, H." 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+H 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 Cd C EN Cr Cr C m C t CL M tb Pb V Tv Fv +041 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 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 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 +0+4+1-1 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 1.23 84.89 207.00 +0+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=6.330 ft 1 0.457 0.212 1.25 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 1.200 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 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com _...;_ f'rinned:4 FEB2015,7:09PM '">i 4n 9 ,CS' '�t3� ��M Z 4 .y x 4 sa ! U� '�A aR x W ; 6�.� q s, ,✓+ � 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 Cd C FN Ci Cr Dm C t CL M tb Pb V Tv Pv +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=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 1200 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 1200 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 1200 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 +D+0.750L+0.750S+0.450W+H 1200 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 1200 1.00 1.00 1.00 1.00 1.00 2.48 1,132.03 1728.00 127 87.54 288.00 +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=6.330 ft 1 0.655 0.304 1.60 1200 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 1200 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 1728.00 028 19.10 288.00 +0.60D+0.70E+0.60H 1200 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 4:41, .g. Ti Load Combination Span Max'"Dell Location in Span Load Combination Max"+Defl Location in Span +4)+0.750L+0.750S+0.5250E+H 1 0.1180 3.188 0.0000 0.000 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 4041 0.570 0.570 +D+L41 0.950 0.950 +D+Lr+H 0.570 0.570 +D+S+H 1.519 1.519 +0+0.750Lr+0.750L41 0.855 0.855 +D+0.750L+0.750S+H 1.567 1.567 +0+0.60W41 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+0.450W41 1.567 1.567 +D+0.750L+0.750S+0.5250E+H 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 c9\ 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr Tuckunder plans (971)645-0901 Bennis@vistastnKtural.com Printed:4 FEB 2015,7:09PM g -3 :14't'';7351.&tql:Alkt,:t4i2lArteif"t: 31. Lica#:KW-06010523 Licensee':Vista Structural Engineering,LLC Description: 400:headers 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 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(1)L(0.5)S(1) D(0.18)L(0.12)S(0.3) A 2-2x8 Span=4.50 ft _ _:5 „ 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=1.0k@0.50ft ; Des i.n 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 +D+0.750L+0.750S+1-1 Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.774ft Location of maximum on span = 3.909ft 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 FN C i Cr C m C t C L M fb Fb V fv F'v +0+1-1 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 2825 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=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 +04r41 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 0.126 125 1200 1.00 1.00 1.00 1.00 1.00 0.74 337.84 1350.00 0.41 28.25 225.00 +D+S41 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.649 0.339 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.77 806.55 1242.00 1.02 7024 207.00 +0+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=4.50 ft 1 0.362 0.184 125 1200 1.00 1.00 1.00 1.00 1.00 1.07 488.75 1350.00 0.60 41.42 225.00 +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 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D ji„ 7140 SWQueen Lane Engineer: DMH Project ID: 1149 # Beaverton,OR 97008 Protect Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com 44, Printed: 4FEB Bf2015,7:09PM hS 4 0 Lw00100 (UB"/P111":Zm � A 9 sxyy 0 MP 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 Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v Length=4.50 ft 1 0.677 0.352 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.84 840.38 1242.00 1.06 72.91 207.00 +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=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 1200 1.00 1.00 1.00 1.00 1.00 1.07 488.75 1728.00 0.60 41.42 288.00 +D+0.750L+0.750S+0.450W+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 0.486 0253 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 +0+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 0253 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 +0.60D+0.60W+0.60H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.117 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 0.25 16.95 288.00 Load Combination Span Max""Deft Location in Span Load Combination Max"+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0454 2.151 0.0000 0.000 11 i 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 +D+li 1.294 0.516 +D+L+H 2.008 0.842 +D+Lr+H 1294 0.516 +D+S+H 2.858 1.302 +0+0.750Lr+0.750L+H 1.830 0.760 +0+0.750L+0.750S41 3.003 1.350 +D+0.60W+H 1.294 0.516 +D+0.70E+H 1.294 0.516 +D+0.750Lr+0.750L+0.450W44 1.830 0.760 +D+0.750L+0.750S+0.450W+H 3.003 1.350 +0+0.750L+0.750S+0.5250E41 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 1294 0.516 Lr Only L Only 0.714 0326 S Only 1.564 0.786 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D Lagegovi)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:OEPM ' ;, r'. secs°t2iF Lic.#: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-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 13(0.9)L(0.6)S(1.5) ( A 2-2x8 Span=3.250 ft Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.90, L=0.60, S=1.50k@1.250ft ► ` Design OK um , 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 tb:Actual = 866.12psi 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+0.750S41 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 C FN Ci Cr Cm C t C L M fb Pb V iv Pv +D*H 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-i+i 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3250 ft 1 0.486 0.354 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.15 52492 1080.00 0.92 63.66 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +D+S+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 +D+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=3250 ft 1 0.350 0.255 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.43 1350.00 0.83 57.29 225.00 +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 1.200 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 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 Pnnied 4 FEB 2015 7 09PM � sem � ± 4 � r� 9u 4r v' �� _.Ft�OWt :iserUintysiA(C{ � N� xw �•°, .:1a, . efi, ,�c - ._,i < f a ' , , 1 A 5 Otit ; Lic.#:KW-06010523 Licensee.Vista Structural Engineering.LLC Description: 400: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 lb Pb 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=3.250 ft 1 0.182 0.133 1.60 1200 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 1200 1.00 1.00 1.00 1.00 1.00 0.69 314.95 1728.00 0.55 3820 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=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 5729 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 1200 1.00 1.00 1.00 1.00 1.00 1.90 866.12 1728.00 1.52 105.04 288.00 +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=3.250 ft 1 0.501 0.365 1.60 1200 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 1200 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 1200 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 1200 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 �i � �Rnuiit D fleCtiiii i WR az z,72,a a t' ?r Load Combination Span Max.""Defl Location in Span Load Combination Max"+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0188 1.518 0.0000 0.000 4 R„ I C ii ' -E �, 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 0208 +D+H 0.554 0.346 +0441 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+0.750S+H 1.523 0.952 +0+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 40+0.750L+0.750S+0.450W+H 1.523 0.952 +0+0.750L+0.750S+0.5250E+1-1 1.523 0.952 +0.60D+0.60W+0.60H 0.332 0208 +0.60D+0.70E+0.60H 0.332 0208 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 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dermis@vistastructural.com Prinfad:4 FEB 2015,7:09P14 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-Pr!' 1,350.0 psi Eminbend-roc 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 DN.O81 L(O.04)SN.1) ♦ ♦ ♦ ♦ + A A I 2,2x8 § § i Span=6.50ft iftI, -IVI ,r:i -2.24';,6,Z1g7rift;::&D ',!:: Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=4.0 ft -- Design OK Maximum Bending Stress Ratio _ = 0.320 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 = 1,242.00psi 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 = 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C t Cr Cm C t C L M lb Fb V iv FY +D+fi 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 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.223 0.102 1.00 1200 1.00 1.00 1.00 1.00 1.00 0.53 241.14 1080.00 0.27 18.32 180.00 +04r+1i 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.107 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+S4l 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 1.200 1.00 1.00 1.00 1.00 1.00 0.85 385.83 1242.00 0.43 29.32 207.00 +0+0.750Lr+0.750L+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 0.161 0.073 1.25 1200 1.00 1.00 1.00 1.00 1.00 0.48 217.03 1350.00 0.24 16.49 225.00 +0+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=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 AABeaverton,OR 97008 Project Descr: Tuckunder plans 1 (971)645-0901 • dennis©vistastructural.com --- Printed:4FEB 2015,7:09PM a ,�,W' ,,,s A ' tic, 1 d +1t r s�y r' ', ihA rc;w,. ;x0g ,° a q z F- 4, °rc°a.,,A. ,v. �' 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 Ci Cr Cm C t CL M th Fb 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=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 +D40.70E+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 1200 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 1.200 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+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 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+0.7501.40.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 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 3023 288.00 +0.60D40.60W+0.60H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.050 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 +0.60D40.70E40.60H 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 Load Combination Span Max""Defl Location in Span Load Combination Max"+"Deli Location in Span +0+0.750L+0.750540.5250E+H 1 0.0437 3274 0.0000 0.000 _ Values in KIPS \ F£�L 10115 .. ,., ., , ~ „z Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MNGmum 0.536 0.536 Overall MINimum 0.117 0.117 +D+H 0.195 0.195 +D4L+H 0.325 0.325 +D+Lr+H 0.195 0.195 +D+S+H 0.520 0.520 +1D40.750Lr+0.750L+H 0293 0293 +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 0293 0293 +D+0.7501_40.750S+0.450W+41 0.536 0.536 +D+0.750L+0.750S+0.5250E441 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 i� dennis@vistastructural.com Priniad:4 FEB 2015,7:09PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 40D:headers at master bath and laundry 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-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 + + Dro.Wslu 1sro.125) + + i $ Dr* * + ! + * D(0.1854119.441 + I •.. . • 2-218 sP.n=2-.x19 rt .; ,., 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) Design OK Maximum Bending Stress Ratio = 0.775 1 Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 908.37 psi fv:Actual = 91.26 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+-I 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 $'.E 8 r a ff ' ..,' i a....8 ' € 4 .t 8..-; 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 Pv +0-41 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 36951 1053.00 0.41 37.12 162.00 +04+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 0.776 0.507 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.14 908.37 1170.00 1.00 91.26 180.00 +04r+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 4D+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 0.377 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 +1:+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=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 i U 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 ica ® i 'or e =,:or 1 X19 i Lie.#: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 C i C r Cm C t CL M lb F'b V fv 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 0.652 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 36951 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 1.00 028 221.70 1872.00 0.25 22.27 288.00 Load Combination Span Max'"Deft Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.0345 1.677 0.0000 0.000 rrw11100 REBCttOliS: F , ,s , t Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAMmum 1.375 1.375 Overall MINimum 0.208 0208 +D+H 0.559 0.559 +D+L+H 1.375 1.375 +D+Lr4 0.559 0.559 +D+S+H 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+0.450W+H 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 is 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 (*)7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 Bennis@vistastructural.com Printed:4FEB 2015,7:09PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 400: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-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 DW.18)Le.12)SN.3) i $ i iV DfO 6) i i V V V V * oro.1es)Erose) i V • • • 2-DS Span=3.330 R 1V57;'.1 F 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=12.0 ft,(roof trusses) 45SAWITtertit*".4214W*11V-4W.4141:1 Des i•n 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 = 1,100.83 psi fv:Actual = 110.59 psi FB:Allowable = 1,170.O0psi Fv:Allowable = 180.00 psi Load Combination +D+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 0.023 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 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 ib Fb V iv F'v +D+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 +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 0.941 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 +4.}+tr+l-I 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 +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 0.606 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 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:4FEB 2015,7:09PM s i, a ts�" fico- FOC S U9'00PCt APPM 1 4 s„ ', l�1'l 9.erFi "'�a ,tc41 P� 98.,d k i'.> 4. 4,141". Lic.#:KW-06010523 Licensee:Vista 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 Cd C FN C i Cr C m C t CL M ib Fb V fv Pv +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=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+0.60W+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 0.259 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 Load Combination Span Max "Deft Location in Span Load Combination Max"+"Deft Location in Span +3+0.750L+0.750S+0.5250E41 1 0.0454 1.677 0.0000 0.000 v81 t1Ca@BCtI Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Omum 1.808 1.808 Overall MINimum 0.441 0.441 +D+}{ 0.734 0.734 +D+L+H 1.667 1.667 +D+{r+H 0.734 0.734 +D+S+H 1.234 1.234 +D+0.750Lr+0.750L+H 1.434 1.434 +0+0.750L+0.750S41 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 +0+0.750L+0.750S+0.450W+H 1.808 1.808 +0+0.750L+0.750S+0.5250E+1-1 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 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans � i s� (971)645-0901 dermis@vistastructural.com .-` Printed 4 FEB 2015,7:10PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:header at first floor stair opening to 7P' 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 j D(0.4)L(0.27)S(0.68) D(0.096) I i i $ i $ I i • • A 2-2x6 A s l ' Span=5.0 ft e Service loads entered.Load Factors will be applied for calculations. 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 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+0.750S41 Load Combination +D+0.750L+0.750S+H 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 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=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+Lr+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 0.222 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+S+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 0.372 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 +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 0.255 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 r'1 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 3 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Protect Descr: Tuckunder plans 4 (971)645-0901 dennis@vistastructural.com ._...:::. " Printed:4 FEB 2015.7:10PM ''gym y ei Y a k.Z r s 4' P :f s 4 ty . '.,8 k �1t1149.er# R� .2 ?s 41 e „n,,, „ �' * 5, , ., ." ��v <: 4` . 5*A. <rir,i , , `_�. s r!,L,,,...14,,,,...4..,1,..--,-...,. ,"[5.'1,..i,._,; Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 400:header at first floor stair opening 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 Fb V fv Fb 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 +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=5.0 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 1.00 024 194.38 1872.00 0.33 30.34 288.00 ' .. A.... !mi�iri7De lac0K a s M s ,-1,..0.-R2247 Load Combination Span Max"2 Dell Location in Span Load Combination Max"+"Deft Location in Span +0+0.750L+0.7505+0.5250E41 1 0.0431 2.318 0.0000 0.000 4t�1lSta,` M Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MFWmum 1.241 0.351 Overall MINimum 0243 0.027 +D+H 0.600 0.280 +D+L+H 0.843 0.307 +D+Lr+H 0.600 0280 +D+S+H 1212 0.348 +0+0.750Lr+0.750L+11 0.782 0.300 +D+0.750L+0.750S+H 1241 0.351 +O+0.60W+H 0.600 0.280 +D+0.70E+H 0.600 0.280 +D+0.750Lr+0.750L+0.450W+4-1 0.782 0.300 +1J+0.750L+0.750S+0.450W+H 1.241 0.351 +D+0.750L+0.750S+0.5250E+H 1241 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 0280 Lr Only L Only 0243 0.027 S Only 0.612 0.068 W Only E Only H Only rVista 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 . t (971)645-0901 dennis@vistastructural.com '"- -<` Prirted 14 JAN 2115,1:18AM Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing under garage door Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Analysis/Design Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead bad? 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 Allay%Temp Reinf(based on thidc) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 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 pct 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 Emit) 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 in2 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 inA2 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 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 ` '$ , ,FSI ,, 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 omumm r Vista7140 Structural SWQueen EngineeringLane ,LLC Project Title: Plan 40A,40B,40D Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Protect Descr: Tuckunder plans r (971)645-0901 dermis@vistastructural.com Printed 14 JAN 2715,1:18AM ''''001A1141.14-11-"r' " X f i 3 9,�i' a r ZI a ' ,tik�., „4. 2 i fa r 4 t _ y�p<t i40 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing under garage door ji.E5/GN witAV yi •, t, T 4 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 Overtuming 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 rOlir �.;�3s n ate. �2nr �; x ,. Eccentricity Actual Soil Bearing Stress Actual!Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio 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 i j 4 7140 SW Queen LaneAli Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com ¢ Panted JAN 20151:18AM Lif .?''^ " S igtri __,p a x ;,,:fr1 t e I ,r51.a 4 ,,,,o ¢-PY B.0,- 6. oTtt.. rsa6 >,qredFs !: :-r �: . ':, <'tA ,-', & .:',7r•<'",:-•,%. , , „, 3 � :":- Lic.#:KW-0600523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space DESIG SUlYMARY ICf rte, Desi g n 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 1<9 led iesnits, EME . ;. l.?;,i ird 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 Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Siisiing"Starittty ,*WE All units k ,.. i *,.,<._,-..kap»,n�. ,_ £*w ,4,t-;',,,,,,,,,,,,,,t, Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footr Flexure... F Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 0.1589 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.400+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 3.486 OK X-X,+1.20D+1.60L+0.505+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,+1.200+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+1.60S+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,+1.200+1.60S+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+0.205+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 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 dennistvistastructural.com Pentad 14 JAN 2015,1:18AM xs �' 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 '. (971)645-0901 `•;� dennis@vistastructural.com s..._,__,..... Printed 14 JAN 2015, 1:18AM s A E i1 �y i fin ,1u5�iiii-pb 1it' ER i ;< , . L,I PW,v i ,Yikt! zz�' .. . *•, ,. §, '*��tiEt4ER�i1r ,', '2(ii'.'8t>d`4-1041,144:x`� s�_,1„t„ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space il:400trnpirature Flexure Axis&Load Combination Mu Which Tension @ As Re 'd Gvm.As Actual As Phi Mn Status k-ft Side? Bot or Top? in42 inA2 in"2 k-ft 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+1.60L+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+1.60S+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+1.60S+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 Min 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,+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 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 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+0.505+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+1.605+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+0.20S+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 0fiiicl ,• tinge hear 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+1.60S+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+1.60H 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+0.205+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 4 Beaverton,OR 97008 Project Descc Tuckunder plans td (971)645-0901 dennis@vistastructural.com '`',^,,,m-.- Printed 14 JAN 2015, 118A Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LIC Description: Footing at shear wall fine 3,adjacent to garage 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 60.0 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 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 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 Mowed 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 Height = in Bottom Bars 3 4 0.60 0.0 inTop Total Footing Length = 23.50 ft Top Bars 3 4 0.60 0.0 in 2 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 inA2 tA • -®t: , Applied @ Left Column D Lr L S W E H Axial Load Downward = -5.681 k Moment(+CV) = 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 a 1: u'-1'-' 14 . 2S-6" 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,,zetee) i illi (971)645-0901 dennis@vistastructural.com Printed:14 JAN 2015, 1:18AM ,,,,,,,-;,,r4 ,3 a 4,4 :o r., akin, inn , r 1411066 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing at shear wall line 3,adjacent to garage adv- MMJtfit ' .... ` 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 Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio 0fi hear Y 3 T a„a te f m 7 ar s tx *Itl101rt .ShearMaxc aiw Sit 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 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com ^"- Prided 14 JAN 2315,1:18AM 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) Calculations per ACI 318-11,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Analysis/Design Settings Pc: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 Mn Mow%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 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 1.0 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Mowed 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 in^^2 Total Footing Length = 23.0 ft Top Bars 3 4 0.60 0.0 in 2 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 inA2 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 �m r Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 r 4.71 Beaverton,OR 97008 Project Descr. Tuckunder plans t (971)645-0901 Bennis@vistastructural.com ✓' Printed 14 JAN 2015, 1:18AM 7''''y 7' '' 'i; t ' . '+ lttselslDennra DOcUME i t 1149 z1 w; „ r, . .. ,. , ,,, ;. N ,,.. Alka91****0414 8 6444 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) 1),OP JNIO i'. ` 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 Eccentricity Actual Soil Bearing Stress Actual 1 Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio r ays g ��r, Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio -��� ��� of�'� a�K �' ' � �"��£ � I�4; � e�-ae a .s�+� s�r� �, `� Oae y `� '.� ,� y.9nting"Shear �,..��, ..�,� �,���F�..,d tip,.. .,. ., �a4 a ._� � ._ _ .,�.. ._�.. . .,._�;fir «�' ��,� . . .�.,� .�.. .. ..,x.� 4t- 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 `fix_ Beaverton,OR 97008 Project Descr. Tuckunder plans 1. (971)645-0901 -, dennis@vistastructural.com - ^___,---' Prho&14 JAN 2015, 1:18AM 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 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 Axial Dead Load = 275.0 lbs BasealBack o Wall 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 Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.78 OK Wall Material Above'Hr = 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 a@ Heel = 0 psf OK Total Force @ Section lbs= 1,051.8 Allowable = 3,000 psf Moment....Actual ft-I= 2,396.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,554 psf Moment.....Allowable ft4= 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 if 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.E lbs Concrete Data Added Force Req'd = 0.0 lbs OK c psi= 3,000.0 Fy 1.5:1 Stability = 65.9 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 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 t '- (971)645-0901 dennis@vistastructural.com Prided 14 JAN 3015,1:18AM s $' r �.,>; ,rpt < � a it 1iE11ERCA 1t1j49.ec6 ° r , Vag v.'' `r .* ,„, F Lt IF1( , l9 . iA 4&'9'i , ii it Lic.#-In: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 Mu: Design = 506 1,901 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.69 20.28 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 ft = 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 overturning resistance,but is included for soil pressure calculation. (s*) 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 14 JAN 2015, 1.18AM ' it; € e ' tic,#:KW-06010523 Licensee is <. E., :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 pd Lateral soil pressure options: Soil Density,Toe = 0.00 pd 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 ff 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 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 = 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 @ Heel = 129 psf OK Total Force @ Section lbs= 835.8 Allowable = 2,000 psf Moment....Actual ft-l= 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 Lateral Sliding Force = 659.5 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 = - 658.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK Pc psi= 3,000.0 ....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 1 7140 SW Queen Lane Engineer: DMH Project ID: 1149 f Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 4 dennis@vistastructural.com '""""""-- ,c Palled:14 JAN 2615,1:18AM # � it;Ytir i� Er fix' GT-E P b 3 n �`YIG it11 QR'. 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 Key Width = 12.00 in Mu: Design = 879 514 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 10.55 10.54 psi Key Distancefrom Toe = 2.00 ft Allow 1-Way Shear = 82.16 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: 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 0.T.M. = 1,503.7 Footing Weight = 343.8 1.38 472.7 ResistinglOvertuming 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 carculation. 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 0.. (971)645-0901 dennis@vistastructural.com Printed 14 JAN 2015,1:18AM ;;;;,+-":'i ...'.T ' .-- ,a '< '.:M.:442',.a e 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 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pd Lateral soil pressure options: Soil Density,Toe = 0.00 pd 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 = 0.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 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 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 ib/FB+fa/Fa = 0.182 Soil Pressure a@ Heel = 179 psf OK Total Force @ Section lbs= 355.8 Allowable = 2,000 psf Moment....Actual ft-1= 44.8.2 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 Pc 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 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 t 4 ' (971)645-0901 - dennis@vistastructural.com -�-"", Printed:14 JAN 2715, 1:18AM itf �r r ry � ', ��:, ' , � _ f 1 ,r 1r��" 13iC A 149.e i � 4: �. ., '''' '' c10.04,000041-118143148, -,nrin, 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 Width = 12.00 in Mu: Design = 257 207 ft-lb Key Actual 1-Way Shear 1.40 6.38 psi Key DWidth Key Distance ce from Toe = 2.00 ft= 0.00 in Allow 1-Way Shear = 82.16 82.16 psi 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 = *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!Overtuming 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 Perdect 14 JAN 2015, 1:18AM 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,BC 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 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 = 96.0 plf Adjacent Footing Load = 0.0 lbs 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 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 = 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 fb/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 Sod 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 = - 420.8 lbs Concrete Data ft Added Force Req'd = 50.0 lbs NG psi= 3,000.0 F ....for 1.5:1 Stability = 255.8 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 liVista Structural Engineering,LLC Project Title: Plan 40A,40B,40D iso 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 INF Bennis@vistastructural.com Prided 14 JAN 2)15, 1:18AM 41f a .; i' ., -mss t l.." :E s1A.�InISP0c000,1ENBiCA 0149.0 �:,-,' , * 4 � ���� . ' pry 14i1 3;..a�,' iik s€ y 'ate. 1�'�jNq't 644kf ,01.:i't;i CrS .B S 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 Two _ 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 ResistinglOvertuming 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,406,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans + • (971)645-0901 dennis@vistastructural.com Protect 14 JAN 2015, 1:18AM e, ,y.` 1.,1_ j. rot r Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: Plan 40:2'retaining wall with seismic load applied Criteria Soil Data Calculations perAC1318.11,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 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 Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 Of 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 Stein 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 fb/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 @ Heel = 978 psf Shear Actual psi= 1.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ = 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 Lateral Sliding Force = 112.2 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 = - 238.0 lbs Concrete Data Tc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK 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 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 j Beaverton,OR 97008 Project Descr. Tuckunder plans Oli (971)645-0901 Tilf Bennis@vistastructural.com . .,*^ Printed 14 JAN 2015, 1:18M4 ' " r ,"4eP.we"°p E-aEi R it1io i , fM ° 1 eA ? I, 440 s �4 ..#KW- . ; - .,u ' ;E ' '. .644* * 6" .Licsee:Visa StructurlEngineeringLLCLic. 0010523 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 f c = 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 ResistinglOvertuming 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 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 ' sem (971)645-0901 dermis@vistastructural.com " '' Printed 14 JAN 2015,1:18AM PL..1.4 3p844,,t2:14.,,,2:,, Lic.#:KW-052 60103 Licensee:Vista Structural Engineering,LLC Description: Plan 40:2'retaining wap without seismic load applied Criteria Soil Data Calculations per ACI 318.11,ACI530-11,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 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pd 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 pit 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&Overtuming 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 = 5.70 OK Wall Material Above"Hr = 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 PressureToe = 1,239 psf OK lb/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 Lateral Sliding Force 88.2 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 = - 238.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK 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 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 r 4 (971)645-0901 dennis@vistastructuralcom Prnte&14 JAN 2015, 1:18AM i3 y F" F �`a x ] afi f `'° y�'�,x x�i x l t fir- c a t @ItOC RAIR„.r#c N'!i3 l 41. .:, . NF1 1`"fi ,-.<,,.,,-, .,� ,;�fra�,, .t ... ,:� �,,...3` �3., y l`�� ���.e 9�201k �;.. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:2'retaining wan 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 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 = *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 Resisting/Overturning 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 F, Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5 <_ 0.25 Ss = 0.50 S5 = 0.75 S5 = 1.00 Ss 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, F, = 1.118 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 <- 0.10 S, = 0.20 S1 = 0.30 S, = 0.40 S1 > 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 S, = 0.425 g, F„= 1.575 Equation (11.4-1): SMS = FaSs = 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 = % x 1.068 = 0.712 g Equation (11.4-4): SDl = % SM1 = % x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[33 T� = 16 seconds Figure 11.4-1: Design Response Spectrum a712 -- TSTET :SS $ 6' #=� OS Ts<TST`:S1`S,,,/T } tsr„ 0.446 i k I t k i k � k A 1 ( 4 i k t k k i k � k k k y k i k k k ttoa as sts 012 ses Pertostr oto Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. S 0.iAi36 -- o � r ' 1 1 Tyywai s,ore s "7< 1 ati Far od T(sm) 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 FA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <- 0.10 PGA= 0.20 PGA = 0.30 PGA = 0.40 PGA >_ 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, FPS = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17(5] CRS = 0.895 From Figure 22-18[6] CR1 = 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 Sps I or II III IV Sps< 0.167g A A A 0.167g5SDs < 0.33g B B C 0.33g <_ Sps< 0.50g C C D 0.50g 5. Sps D D D For Risk Category =I and Sps = 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 SD1 I or II III IV SD1 < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g <_SD1 < 0.20g C C D 0.20g 5 Sp1 D D D For Risk Category= I and S01 = 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 = "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. 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PROJ: DATE V I S T A PROJ#: !i 11 0) - STRUCTURAL — ENOR: EI'tiIGIIVEEI'21NiG , LLC 1 c' T,--_?o.-3 -. .e.,;011444,-. ': S ' - L`',1k 'f ..j% Foa' (mop. _ 1.... _ . . .:9,-0.-... ..47,47.-.-1)14-P0100//1......4)._.::.; : _... _.._-.-_. ;....-_. _t.. ... -I _ _ ___ i A-1--P1- • " t T_ : - -- ...Lad; . • - : ...,---- . f s + , - e • i 0. ..- --.'..,-. 1.11-1'ir- : :tiN:b •.-- /$1•4* --r ' (-,..-)26,,h4.. -*_•./i,1(42_61-. 6-04 . . V ' -V . ' • t.) IL: . '611/4/-/Fi-)L2- .: ' • * y3_ .1.- 1_. .t_Lw�t: ..D'P J-- . . br!\p :A r4 116.:..x.._` _ s PRO.): r� DATE. ti VISTA PROD itq STRUCTURAL ENGR: ` ERIGLNEERH !\! GI LLC u.3.:— ,5� _._c.Jf•_ .._...,�o.4•g :'1 !-- ; 5E1s.FY -: vi - - #1 _. 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'...._. f. .5?fal(G=._ .._: S' q..6 _ .- .:,_._:.._ :-- -- - -- 1 Fes... :_ :.._. . ; PROJ: DATE: isTA PROJ# giLtittiram9STRUCTURAL - ENGR: El - EINEERING , LLC 7 - ' +�L • A_t r I s3 ; • • : . . ! , :„ ! , ,• `II • i i :..off ._n .... : : ..._.. • 014f vS (Ai 10d tv4k5-' Force Transfer Method Job: Plan 40A,B,D 6 6 7 8 Client: Polygon Northwest Company Kr i Area of house: Line 6,1st floor WIND/SEISMIC FORCE Lateral Force 1042.5# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio ,{;:1 A 0 F Overall Wall Height 10 ft Overall Wall Width 16 ft Height 1-2 2'ft 2 ----- Height 2-3 8:ft Height 3-4 2I 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: 852# ST... WINDOW/DOOR WINDOW/DOOR Q Shear at bottom of panel: ':;65#/ft OPENINQ OPENING ;WIDTHS 0K HEIC3HTS O.N,!. ,,V iWRA'TOO WALL P( 1k k, B&G Horizontal: v= '189.5#Ift D&E Vertical v= 1629#/ft. 3 Forces at points 2-6,2-7,3-6 and 3-7: --":;;;',.y.1,7,10,',#' Forces zero out at points 2-5&2-8: i i v2 s to 2�_ X621 9.#/ft v2 71u 2 = 621.9#/ft, C - E H A&C Horizontal: v= 4324;#/ft F&H Horizontal: v= `',.::';''''''.. .'+'.#,/,f ,t Force @ Point 2-6: F= $39,#' 4 Vertical Force©Point 3-6: F= +598# a UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1710* FORCE FORCE Strap required for horizontal force transfer: Stimpson•CS14.. End length required: ;161nOhes ° Sufficient Panel Length for required end length? `,'YES; Hold-down required at points 4-5 and 4-8 on new foundation: ;Simpson HDU2-SDS2 5,w/SS,TS24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod eiribedded,10'irl,h0'iv,'Simpson HDUSSDS2,5 Floor-to-Floor strap required at points 4-5 and 4-8: s$Impson CS22 With 7 fnci1 ettd lien th 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 •„-W0. 1 Area of house: Line B,1st floor WINWSEISMIC f FORCE i Lateral Force ;4243# I I Wind Force(1)or Seismic Force(2): • 1 t Maximum H/W Pier ratio: ;3,5:1 A j D F Overall Wall Height10'ft Overall Wall Width 19 ft I 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 5 ft FORCELength 7-8 -4.75'ft TRANSFER Weight of wall 12 psi JE ODead load applied at top of wall 275#/tt Vertical reactions at bottom comers -'(5'18# Shear at bottom of panel: 223',#/ft `WIDTHS 01C HEIGHTS OK F1lW RATIO OI WALL PIERS 0K . •A negative value denotes a downward force and,thus,no hold-down req'd 3 __,,__ B&G Horizontal: v= ,;3353;6 :: ' ' D&E Vertical: v= 253,•2;#111 Forces at points 2-6,2-7,3-6 and 3-7: AT73# Forces zero out at points 2-5&2-8: l v2.51„,za= 244;5:#lft C r E H vzamz4= „373,2#/ft A&C Horizontal: v= -598x1#/ft F&H Horizontal: v= -726:8'#/ftI I 4 Vertical Force 0 Point 2-6: F= 345# UPLIFT/COMPRESSION UPLIFT/COMPRESSION Vertical Force a Point 3-6: F= -'(7594;' "' FORCE FORCE Horizontal Force at top and bottom of windows= 71773# Strap required for horizontal force transfer: Simpson CS22 End length required: 7 inches , Sufficient Panel Length for required end length? .,. Y,ES Hold-down required at points 4-5 and 4-8 on new foundation: `Simpson;HDU2-SD52 5 wi SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: '5/8-Inch•threadedrod embedded 10 Inches wf Simpson•kbU5.SO2;5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson'CS22 with`?Inch gild Iefgth„,„ Number of 16d nails required CO 16"o.c.at bottom plate for shear: 4 Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 1,Floor FDN Lateral Force 3454# nnrJet,mow w Number of Panels in Shear Wall Line 1' Wind Force(1)or Seismic Force(2): 1' 9EIBMICMnt�FnRS E —vloy• - �' �'4Maximum HNV Pier ratio: 3 1 o j ("Ivo" Sue 0733• SHEAT tNRREQUtREOSYOESION j/ : !Overall Wali Height 9,25 ft / 0r Minimum Allowable Panel Width 2:642857ft i1% Y y Total Panel Width in Shear Wall Line 4 ft I Uniform Wall Self Weight iB 5#/ft Required bottom plate size O 2x Bofttlm;Mate' 0 .,•• Required sheath? -inch APA-Rated w/Both Faces Ad©.3&12, ..:. HOLD.00wN STRAP MIMEO Panel Width 4.00 ft 9Y DESIGN SF APPUCAaLEI Ill Panel 1 Roof&Floor Dead Load 165#/ft Mo :$1949.5•54 Mr 302.5-# Tension force: 'TJ12# ANCHORMtohot,40oWH REWARD BY nN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor FDN Lateral Force 507.5# I PANEL WOOL w Number of Panels in Shear Wall Line 1 BEIS< f7vpNDRORCE, --- Wind Force(1)or Seismic Force(2): 1 r� Maximum a(1)Pier ratio: 35,1 1 5Hkw4TH1NG REQUIRED sv DEyION /SDa '' ' ,./ /#1, � Overall Wall Height 9.25 ft I/ p1i/� 4:, Ad ' Minimum Allowable Panel Width ,2442657 ft ' A Total Panel Width m Shear Wall Line 9.5 ft a�i Aspect Ratio OK? r 1 p ;YP�? �i Uniform Wall Self Weight ;138,75i#/ft Panel Shear 53,#f9 t i , Plus shear from panel above698!#Ift Total Panel Shear '''''749#/ft Total Length of Shear Wall Line 9.50 ft Required bottom plate size: ,((')2x Bottom Plate! N6:.6-0DY W STRAP REQUIRED Required sheathing: ' 7716=irictl AP.A RaIo'd W!8b 02..&;12 BY DESIGN(If APPLICABLE) Ill Panel 1 Width 9.50 ft : Panel 1 Roof&Floor Dead Load 0#/ft : Ma •4694 375;ft-# ..__.. —4 Mr .::: 38:ft Tension force: 460'# Add Tension force from panel directly above: 5643'# .. Total tension force: 6103# f i ( a . ANCHOR AND HOLD•DOWN REQUIRED BY DESIGN Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed.:1 MAY 2016,11:59AM '$',4C�t.14gx . 0u3P. 1 §z i�ipW� jd sP147A,pf4 ,V�� �� , G � :� 47 ..- .- N^ „ e .. , a a - . 8a 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 lb Fb V fv F'v 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+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 +0-0.60W+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 +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 +D-0.70E+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+0.750Lr+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+0.750Lr+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+0.750L+0.750S+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+0.750S-0.450W41 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+0.750S+0.5250E+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 +0+0.750L+0.750S-0.5250E+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 +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 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 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 159120 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-0.70E+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 1.00 026 100.12 1591.20 0.11 6.79 288.00 Load Combination Span Max. "Dell Location in Span Load Combination Max."+"Dell Location in Span 1 0.0000 0.000 +0+1+1-1 -0.0531 0.000 +0+141 2 0.1384 4.022 0.0000 0.000 �i ] :R 66, SWM T Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MNOmum 1.392 1.083 Overall MINimum 0.167 0.130 4041 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 Tuccunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed 1 MAY 2016,11:59AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18k10'deck) Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+H 1.392 1.083 +O+Lr+H 0278 0217 +D+S+H 0.278 0.217 +0+0.750Lr+0.750L41 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +D+0.60W+H 0278 0.217 +D+0.70E+H 0.278 0.217 +0+0.750Lr+0.750L+0.450W+H 1.114 0.866 +D+0.750L+0.7505+0.450W+11 1.114 0.866 +D+0.7501+0.750S+0.5250E41 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 0217 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 2016,227PM l :.x.es .tea n- 9 s „- - k w u3 w. atr p i s t. 3 1� {} 0 0 #1 @ � �, 3 ?z� �..c",,tz. �� 8�'S a" c� .�A,-sr"a a�y�+,"k Y�;,vP�,� �,���x� ..t ,�a� ;. a ;' "s` #; „`ig, x °e.: ._'_„ d. ,.., _ o ,,, ..Ver% ;c..:- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS 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-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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.06)L(0.24) V ♦ + 0(0.012L(0.04) + +(*12 L(V i i i ! 2-2x8 2-2x8 • • • • Span=9.0 ft Span=1.0 ft giti ,rO ti y- g i. 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 fl Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50->>6.50 ft, Tributary Width=6.0 fl Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft DE51GN Si1Nfl1 ARY, ___.___: Design 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 = 1,055.70 psi 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. rMaxihn laaforc tr s44.044:40.4441#1.0:C1 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=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 0.01 228 950.13 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 0267 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 0267 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 2016,227PM 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 C FN C i Cr Cm C C L M lb Pb V fv Pv 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+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 0.162 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 +0+0.60W44 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-0.60W+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+0.70E41 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 4)-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 0.01 228 1689.12 0.00 9.62 288.00 +D+0.750Lr+0.750L+0.450W41 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+0.7501.r+0.750L-0.450W41 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 +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 +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 +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 1.00 026 118.20 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 1200 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 1.00 026 11820 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."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +1D+141 1 0.1934 4.626 0.0000 0.000 2 0.0000 4.626 +D+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 Printed:10 MAY 2016,227PM " e a e9150.86 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS 1/Qlrfl � CtIOff3 "_.... _ _> 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+Lr+H 0.124 0.156 +D+5+1-1 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 +0+0.750L+0.750S+0.450W+H 0.498 0.622 +0+0.750L+0.750S+0.5250E4l 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 Protect Descr. 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'Att' N 1 1 4 4,kme' 4. 116; Lic.#:KW-06010523 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 C1 Cr Cm C t CL M tb Fb V fv Fv +1)+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 +0-0.60W+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 4)+0.70E41 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 +0+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 +D+0.750L+0.750S-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+0.7505+0.5250E4I 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+0.7505-0.5250E44 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 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 +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 E bveral akca 'tf' im be ecii is -r<, Load Combination Span Max."-°Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+FI 1 0.4730 5.878 0.0000 0.000 Vertical 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++1 0.088 0.088 +D+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +D+S+H 0.088 0.088 +D+0.750Lr+0.750L+H 0.350 0.350 +D+0.750L+0.750S+H 0.350 0.350 +D+0.60W+H 0.088 0.088 +D+0.70E+F1 0.088 0.088 +1)+0.750Lr+0.750L+0.450W+F1 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 • . . • a . . . . . . .. . .• : . . : . . : i • i ; . i . : .• . . .• . : .. .• .• . • a . . • • .•• . . : . . . . . : - . : ' ' : .• : . ; • . ; : . • . . - • , : i • : ; . : • ' . . ! . . . . . . : . . : . . , i ; - • i .• ? i : 1 • . . . . .•: • : : : • ; .i.. 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