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I uci isisk,-._ ; -,a\ Calculation Packet RECF!V JUN 1 4 2017 River Terrace - c,iY irI,GARD BUILDING DIVISION' Tuckunder Plan 40 Tigard, Oregon March 6, 2017 OFFICE COPY Client : Polygon Northwest Company 1 tOD PR( 0 # #6*16P.''vo OREGON $ii._titit3i,20 „" 3/6/2017 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 t (971)645-0901 dennis@vistastructural.com Prided 14 JAN 2)15,1:17AM Lic.#: KW-06010523- Licensee:Vista Structural Engineering,LLC Description: 40k header above left side of 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-PM 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D 0.045 L 0.03 S 0.075 I.' t' 44)S(0.61) D(0.03)S(0.05) A 4x10 1 I ' Span=9.0 ft b :, Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf,Extent=0.0->>4.50 ft, Tributary Width=3.0 ft Point Load: D=0.3660, L=0.2440, S=0.610 k @ 4.50 ft Design OK Maximum Bending Stress Ratio = 0.699 1 Maximum Shear Stress Ratio = 0.247: 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 868.78 psi fv:Actual = 51.05 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+,S+H Load Combination +D+S+H Location of maximum on span = 4.500ft 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 0.079 in Ratio= 1370 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.126 in Ratio= 856 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combinafion 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 fv Fv +D*1 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.335 0.118 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.36 325.79 972.00 0.41 19.15 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.458 0.158 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.06 494.30 1080.00 0.61 28.44 180.00 +D4r+ti 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.241 0.085 1.25 1200 1.00 1.00 1.00 1.00 1.00 1.36 325.79 1350.00 0.41 19.15 225.00 +D+5-41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.699 0247 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.61 868.78 1242.00 1.10 51.05 207.00 +D+0.750Lr+0.750L4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.335 0.116 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.88 452.17 1350.00 0.56 26.12 225.00 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 (971)645-0901 dermis@vistastructural.com ", � ,`g" � _`__ '"„^ � � _. A ��kk,, ( Prnte�14 JAN ZJ15 1:17AM e e .q *. t' 1 ":� , =a 'ter .V �% r� ',!T:'-'.n,!::,?« '149.0 Lic.#:KW-06010523 Licensee:Vista structural Engineering,LLC Description: 40A:header above left side of porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r C m C t C L M fb F'b V fv Pv +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=9.0 ft 1 0.692 0.242 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.57 859.41 1242.00 1.08 50.05 207.00 +D+0.60W+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.189 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 325.79 1728.00 0.41 19.15 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.189 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 325.79 1728.00 0.41 19.15 288.00 +1J+0.7501r+0.750L+0.450W+H t200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0262 0.091 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.88 452.17 1728.00 0.56 26.12 288.00 +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=9.0 ft 1 0.497 0.174 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.57 859.41 1728.00 1.08 50.05 288.00 +0+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.497 0.174 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.57 859.41 1728.00 1.08 50.05 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.113 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.81 195.48 1728.00 0.25 11.49 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.113 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.81 195.48 1728.00 025 11.49 288.00 as Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.1261 4.467 0.0000 0.000 :,N. 4 3.-::..„0 1505lr'.tea K, ,, x,., Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Omum 1253 0.983 Overall MINimum 0223 0.156 +D+H 0.470 0369 +D+L+H 0.693 0.524 +D+Lr+H 0.470 0.369 +D+S+H 1253 0.983 +D+0.750Lr+0.750L+H 0.637 0.485 +D+0.750L+0.750S+H 1225 0.946 +D+0.60W+H 0.470 0.369 +3+0.70E+H 0.470 0.369 +0+0.750Lr+0.7501_+0.450W+1-1 0.637 0.485 +0+0.750L+0.7505+0.450W+H 1225 0.946 +D+0.750L+0.7505+0.5250E+H 1225 0.946 +0.60D+0.60W+0.60H. 0282 0221 +0.60D+0.70E+0.60H 0282 0221 D Only 0.470 0369 Lr Only L Only 0223 0.156 S Only 0.783 0.614 W Only E Only H Only (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 2D15,1:17AM Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Beam supporting 2x6 pony wall above great room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PrIl 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.12)L(0.08)S(0.2) * i i i i D(0.08) • A5.5x10.5 • Span=14.50 ft , ®A, _, W'': Service loads entered.Load Factors will be applied for calculation Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(Wall dead load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof load) a s _ _ Design OK Maximum Bending Stress Ratio = 0.47& 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,319.75psi fv:Actual = 70.34 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+}1 Location of maximum on span = 7.250ft 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 0.210 in Ratio= 830 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.443 in Ratio= 392 Max Upward Total Deflection 0.000 in Ratio= 0<240 -1'12f Afitri'llq''.arittlP;z:PitrtVell'AV hijr1 i.14:1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.308 0.148 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.60 664.43 2160.00 1.36 35.41 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.381 0.184 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.70 914.08 2400.00 1.88 48.72 265.00 +D+Lr+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 0.221 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.60 664.43 3000.00 1.36 35.41 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.501t 1 0.467 0.225 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.85 1,288.55 2760.00 2.64 68.68 304.75 +0+0.750L1+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.284 0.137 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.17 851.66 3000.00 1.75 45.39 331.25 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 I Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 41 dennis@vistastructural.com Printed 14 JAN Z)15,1:17AM o � � e � r � r � 4� x � �� r ® 'e �1114te�e e ® Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLt Description: 40A:Beam supporting 2x6 pony wall above great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M lb Pb V N F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.478 0.231 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.11 1,319.75 2760.00 2.71 70.34 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.173 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.60 664.43 3840.00 1.36 35.41 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.173 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.60 664.43 3840.00 1.36 35.41 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.222 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.17 851.66 3840.00 1.75 45.39 424.00 +D+0.750L+O.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 +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=14.50 ft 1 0.344 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.11 1,319.75 3840.00 2.71 70.34 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.104 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 398.66 3840.00 0.82 21.25 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.104 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 398.66 3840.00 0.82 21.25 424.00 gt `ve%aiti > I .„ of ctigns. ,,5� 4 ._.._ .g g Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4430 7.303 0.0000 0.000 „,C -13 f-` 71`2 r . ,-- 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 +O+Lr+H 1.544 1.544 +D+S+FI 2.994 2.994 +D+0.750Lr+0.750L+H 1.979 1.979 +O+0.750L+0.750S+H 3.066 3.066 +D+0.60W+H 1.544 1.544 +D+0.70E+H 1.544 1.544 +D+0.750Lr+0.750L+0.450W+H 1.979 1.979 +D+0.750L+0.7505+0.450W+H 3.066 3.066 +D+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+O.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 Tide: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans i • (971)645-0901 dennis@vistastructural.com ^*«,„, ...,:•y Primffid 14 JAN 2315,1:17AM 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 Elasfjcily 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 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0+75)L(0.1 SS(0.3625)V i • • A22.6 A Span=20 It ;, 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 3 '„1W3.'!-17. ,,. . ., , ,� ._ . -.., Design OK Maximum Bending Stress Ratio = 0.176 1 Maximum Shear Stress Ratio = 0.144: 1 ' Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 237.27 psi fv:Actual = 29.77 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +0+0.750L+0.750S+11 Load Combination +0+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 C d C FN C i Cr C m C t C L M fb Pb V fv F'v +0+{1 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.082 0.067 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.11 8628 1053.00 0.12 10.82 162.00 +D+L+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 0.123 0.100 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.18 143.80 1170.00 0.20 18.04 180.00 +.D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.059 0.048 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.11 8628 1462.50 0.12 10.82 225.00 +0+641 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 +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=2.0 ft 1 0.088 0.072 125 1.300 1.00 1.00 1.00 1.00 1.00 0.16 129.42 1462.50 0.18 1624 225.00 +fl+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 4OA,4OB,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 e ., 4 d 01 to tr , e �n!� a 119C1BIA s e ,m� . Jr Hr� war4. � " ;__'�i�. �" ;S _ ,.,i "� - � . .n, ��. ,-J .,1 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 Cd C FN Ci Cr Cm C t CL M fb Fb V iv Fv +040.60W+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 8628 1872.00 0.12 10.82 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.046 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 8628 1872.00 0.12 10.82 288.00 +D+0.750Lr+O.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 1624 288.00 +D+O.750L+O.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+0.750L40.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +O.60D+O.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 1300 1.00 1.00 1.00 1.00 1.00 0.07 51.77 1872.00 0.07 6.49 288.00 +O.60D+0.70E+O.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."2 Dell Location in Span Load Combination Max."+"Deft Location in Span +D+O.750L+0.750S+0.5250E+H 1 0.0033 1.007 0.0000 0.000 Ne *A ? S � �.�� rm_ t x Support 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 +D+H 0218 0.218 +0441 0363 0363 +D+Lr+H 0218 0218 +D+S+H 0.580 0.580 +D+0.750Lr+0.750L+H 0.326 0.326 +D+O.750L+O.750S+H 0.598 0.598 +D+0.60W+H 0218 0218 +D+O.70E+H 0218 0218 +O4O.750Lr+0.750L+0.450W+H 0326 0.326 +O+0.750L+O.750S+0.450W4H 0.598 0.598 +D+0.750L+0.750S+0.5250E+H 0.598 0.598 +0.60D+0.60W+0.60H 0.131 0.131 +O.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 0363 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 (84,9Printed 14 JAN 3115,1:17AM L1'rbc.#: KW-06010523 Licensee:Visa tructurai Engineering,LLC Description: 40A:header above rear wall of bedroom#2 ' > 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 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 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.2175)L(0..145)S(0.3625) • 2-2x10 A Span=fiOft � - _ tel„ ,,«. 9 ., 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 s Design OK Maximum Bending Stress Ratio = 0.663 1 Maximum Shear Stress Ratio = 0.349: 1 Section used for this span 2-2x10 Section used for this span 2-2x10 lb: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+}l 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 Cd C FN C I Cr C m C t C L M fb Pb V fv FY ,iD+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.308 0.162 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.98 274.54 891.00 0.49 26.26 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.462 0.243 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.63 457.56 990.00 0.81 43.77 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.222 0.117 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.98 274.54 1237.50 0.49 26.26 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.643 0.338 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.61 732.10 1138.50 1.30 70.03 207.00 +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=6.0 ft 1 0.333 0.175 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.47 411.80 1237.50 0.73 39.39 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 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,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 E Beaverton,OR 97008 Project Descr. Tuckunder plans 1,6 (971)645-0901 ..,,,,, dennis@vistastructural.com Pitted:14 JAN 2015, 1:17AM .ox?1s,�,. r a. ,__ ,�V a,D,�...,z .H' ' ,, 44,0 i'- ._ - , .,�, "� E Lic.#_KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:header above rear wall of bedroom#2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M lb Ft V fv F'v +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.173 0.091 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.98 274.54 1584.00 0.49 26.26 288.00 +0+0.70E411 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 +0+0.750Lr+0.7501_40.450W+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 0.260 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 +040.750L40.7505+0.450W4H 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 7221 288.00 +040.750L40.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.477 0.251 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.97 1584.00 1.34 72.21 288.00 +0.60D+0.60W40.60H 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 40.60D40.70E40.60H 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 l.,o�eril lN**tt *11.lhorisx ...Ns Load Combination Span Max.'"Deb Location in Span Load Combination Max.'+Detl Location in Span +D40.750L+0.750S+0.5250E+H 1 0.0554 3.022 0.0000 0.000 ,', Iii eBC tiiii + , i z t i �„ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.794 1.794 Overall MINimum 0.392 0.392 +D+H 0.653 0.653 +04L+H 1.088 1.088 +D+Lr4H 0.653 0.653 +D+S4H 1.740 1.740 +0+0.750Lr+0.750L+H 0.979 0.979 +0+0.750L40.750S+H 1.794 1.794 4040.60W41 0.653 0.653 +D+0.70E4H 0.653 0.653 4040.750Lr+0.750L+0.450W+H 0.979 0.979 +D+0.750L+0.750S+0.450W+H 1.794 1.794 +0+0.750L40.750S+0.5250E4l 1.794 1.794 40.60D40.60W+0.60H 0.392 0392 40.60D+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 Beaverton,OR 97008 Project Descr Tuckunder plans .; A' (971)645-0901 dennis@vistastructural.com °,, ... Priited 14 JAN 2015, 1:17AM 7 � Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Bean above back of great room supporting wall above Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling l D(0.2175)L(0.145)S(0.3625) l D(0.096) 11 • • A A 5.5x18 I 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) ;,fi, 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 Pb V fv FY 404{{ 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 +D41+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 4[)4.S41 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 its,,,, o)Vista Structural Engineering,LLC Project Title: Plan 40A,406,40D l 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 2)15 1:17AM Lk # 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 EN C i Cr C m C t C L M fb Pb V fv ry +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 +0+0.750L+0.750S+0.450W4l 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+0.750L+0.750S+0.5250E41 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+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 Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.7199 10.828 0.0000 0.000 ahrea .�i1S r70� � � � r�� y x;,>a s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXrmum 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+H 3.608 3.608 +D+S+H 7.505 7.505 4)+0.750Lr+0.750L41 4.777 4.777 +0+0.750L+0.750S+H 7.700 7.700 +D+0.60W+H 3.608 3.608 +D+0.70E+H 3.608 3.608 +D+0.750Lr+0.750L+0.450W+H 4.777 4.777 +D+0.750L+0.750S+0.450W+H 7.700 7.700 +D+0.750L+0.750S+0.5250E+H 7.700 7.700 +0.60D+0.60W+0.60H 2.165 2.165 +0.60D+0.70E+0.60H 2.165 2.165 D Only 3.608 3.608 Lr Only L Only 1.559 1.559 S Only 3.897 3.897 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 "., Beaverton,OR 97008 Project Descr. Tuckunder plans ;E (971)645-0901 • dermis@vistastructural.com ,.,.'"^, Prided 14JAN 3)15,1:17AM Lic.#: KW-06010523 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-Pril 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 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(0.145)S(0.3625) l + + + D(0.096) + + + + + A 5.5x18 A Span=21.50ft .at:1 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) T 4r-r7.71-V, Design 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 +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H j Location of maximum on span = 10.750ft Location of maximum on span = 20.009 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.364 in Ratio= 708 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.720 in Ratio= 358 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M lb Fb V fv Fv +04I 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 .4)4r41 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 33125 +D+S41 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 0.188 125 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 Vista Structural Engineering,LLC Project Title: Plan 40A,406,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 if Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com PrFte2 14 JAN 2015, 1:17AM Y F 1 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Beam above master bath and front of master bedroom Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M lb Pb V fv Pv +0+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 +0+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+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.215 0.111 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.39 783.59 3652.86 3.11 47.09 424.00 +D+0.750Lr+0.750L+0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.284 0.147 1.60 0.951 1.00 1.00 1.00 1.00 1.00 25.68 1,037.48 3652.86 4.11 62.34 424.00 +D+0.750L+0.750S+0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.458 0.237 1.60 0.951 1.00 1.00 1.00 1.00 1.00 41.39 1,672.20 3652.86 6.63 100.49 424.00 +0+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 Load Combination Span Max.'"Deft Location in Span Load Combination Max."+Dell Location in Span +0+0.750L+0.750S+0.5250E+11 1 0.7199 10.828 0.0000 0.000 `` ' ` 1CQ11S, > ^ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 7.700 7.700 Overall MINimum 1.559 1.559 +O+H 3.608 3.608 +O+L+H 5.167 5.167 +D+Lr+H 3.608 3.608 +O+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 +0+0.60W+H 3.608 3.608 +0+0.70E+H 3.608 3.608 +13+0.750Lr+0.7501.+0.450W+H 4.777 4.777 +0+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 dermis@vistastructural.com Prided 14 JAN ants,1:17rus 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-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + '+ 0(0.1651110.44) + + 0(0..1168) + + + + + A 3.5a Span 8.08 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 _ t ',r u� .. _, 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-FH 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 C d C FN C i Cr C m C t CL M lb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.313 0.217 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.66 676.57 2160.00 1.09 51.85 238.50 +0+1+11 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 0245 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 +0+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=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 10324 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 t '' Beaverton,OR 97008 Project Descr. Tuckunder plans z' (971)645-0901 ,' dennis@vistastructural.com Printed 14 JAN 2015 1:17AM ifire g iy . 05;� ' = zy < a � > y asi. : .na^` `EisJ�a a< PN1�r J e< '11;1 19 L1c #$:wKW-0601023 « µ 3: s , 'c. ' , - +'. 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 C i C r Cm C t CI_ M tb Fb V fv Pv 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 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.176 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.66 676.57 3840.00 1.09 51.85 424.00 +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=8.0 ft 1 0.351 0.243 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,347.05 3840.00 2.17 103.24 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.351 0.243 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,347.05 3840.00 2.17 10324 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=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 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.106 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 405.94 3840.00 0.65 31.11 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.106 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 405.94 3840.00 0.65 31.11 424.00 Load Combination Span Max. Dell Location in Span Load Combination Max."+"Defl Location in Span +0+1..+H 1 0.1872 4.029 0.0000 0.000 ib1iC11S mk y ,if z, N , t' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Omum 3.092 3.092 Overall MINimum 0.799 0.799 +D+H 1.332 1332 +D441 3.092 3.092 +D+Lr+H 1332 1332 +D+S+H 1332 1332 +D+0.750Lr+0.750L+H 2.652 2.652 +D+0.750L+0.750S+H 2.652 2.652 +D+0.60W+H 1332 1.332 +D+0.70E+H 1.332 1.332 +0+0.750Lr+0.750L+0.450W41 2.652 2.652 +4J+0.750L+0.750S+0.450W+H 2.652 2.652 +D+0.750L+0.750S+0.5250E4l 2.652 2.652 +0.60D+0.60W+0.60H 0.799 0.799 +0.60D+0.70E+0.60H 0.799 0.799 D Only 1.332 1332 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 Prntect 14JAN 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 i `,' 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(0165)L(0.44) + i D(0.1192) i V $ i $ A 22 A Span=3.330 R 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 c Design OK Maximum Bending Stress Ratio = 0.749. 1 Maximum Shear Stress Ratio = 0.489 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 876.48 psi fv:Actual = 88.06 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination *D+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 SatatitaittiZ a Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CI_ M fb Fb V fv Fv +0+Fi 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 +0+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 0.749 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+}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 0.268 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 +3+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 0.517 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 +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D (• 7140 SW Queen Lane Engineer: DMH1/4,,,,,, v) Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans I. (971)645-0901 dennis@vistastructural.com Printed 14 JAN 3115, 1:17AM a y e se� '* ,s r: j & "sr n > - zea g ';� Se Olin51I30I lE 401- ', ,"7 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Headers to left of kitchen,left of master bath,right of laundry,and right of powder room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C t Cr Cm C t C1 M lb Pb V fv Pv 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 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+0.70E+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 +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=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+0.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.404 0.264 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.95 755.51 1872.00 0.83 75.90 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.126 0.082 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 235.56 1872.00 0.26 23.67 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.126 0.082 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 235.56 1872.00 0.26 23.67 288.00 *11,0*.ael f�.I i t: .if , Load Combination Span Max.""Dell Location inSpanLoad Combination Max."+"Defl Location in Span +0+141 1 0.0333 1.677 0.0000 0.000 r.. y � Support notation:Far left is#1 E,,.0 F''' , ,,, ., .. ,F,_ - , ,z, _. ,,, ., PP Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 1.327 1.327 Overall MINimum 0.357 0357 +041 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 +D+0.750L+0.750S+H 1.144 1.144 +D+0.60W+H 0.594 0.594 +D+0.70E+H 0.594 0.594 +D+0.750Lr+0.750L+0.450W+1-1 1.144 1.144 +0+0.750L+0.750S+0.450W41 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 U 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 dermis@vistastructural.com Primo 14 JAN 2015,1:17AM tiw ,r Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 40k Header above exterior window at stairs iiii:FE:i141:?..,: :: ',-- i,,. .. Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PM 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.1921 $ i i V * III: III A22, A Span=5.0 ft , z Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0120 ksf, Tributary Width=16.0 ft,(wall dead load) 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 tb:Actual = 476.03 psi fv:Actual = 35.67 psi FB:Allowable = 1,053.00 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+ti Location of maximum on span = 2.500ft 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 0.000 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 1 r,4).:til-SWiltniil 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 CI_ M lb Fb V fv Fv 40+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.452 0.220 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1053.00 0.39 35.67 162.00 +0+1+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.407 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 +D4r+}{ 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+S4I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.354 0.172 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1345.50 0.39 35.67 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.325 0.159 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1462.50 0.39 35.67 225.00 +0+0.750L+0.750S+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 0.354 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 AA1Vista 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 # ''` ',ems z.,1 ,va3..' f f r - '..-.. reit 4� ' '-;k": " taini�t )F,Iok1 f.. 1 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 Cr C m C t C L M lb Fb V fv Pv +040.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.254 0.124 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1872.00 0.39 35.67 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.254 0.124 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 476.03 1872.00 0.39 35.67 288.00 +D+0.7501r+0.750140.450W.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+0.750140.750S+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 +040.750L+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 +0.60D40.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 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 y0..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 y�{{{ Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Dell Location in Span D Only 10.0408 2.518 0.0000 0.000 ayr n � t - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 0.480 0.480 Overall MINimum 0288 0288 +D+H 0.480 0.480 +D4L4H 0.480 0.480 +D+Lr+H 0.480 0.480 +D+5+I-I 0.480 0.480 +0+0.7501r+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 +040.750Lr+0.750L+0.450W41 0A80 0.480 4040.750E+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,408,40D ;. 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 3115,1:17AM 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-PM 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling mom, 1 V $ * + • 2-2K70 A Span=7.O rt 4,7 Service loads entered.Load Factors will be applied for calculation Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=6.0 ft,(floor load) Uniform Load: D=0.0120 ksf,Extent=3.50->>7.0 ft, Tributary Width=8.0 ft,(wall dead load) 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 = 58.41P si FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L41 Location of maximum on span = 3.704ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 2039 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.065 in Ratio= 1294 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M lb Fb V fv Fv +043 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 +0+1+1-I 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+S+11 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.213 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 +0+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.444 0.220 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1237.50 0.92 49.54 225.00 +0+0.750L+0.750S41 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 ' t 7140 SW Queen Lane Engineer: DMH Project ID: 1149 i ',. _ Beaverton,OR 97008 Project Descr. Tuckunder plans 0) �, (971)645-0901 dennis@vistastructural.com % ...� i w * r 1 ' Prr 4 1 17AM *WP 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 C i Cr C m C t C L M tb Pb V fv F'v Length=7.0 ft 1 0.482 0239 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+0•60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.153 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.86 242.41 1584.00 0.42 22.94 288.00 +D+0.70E41 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+0.750Lr+0.7501_-'0.450W41 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+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.347 0.172 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1584.00 0.92 49.54 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.347 0.172 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 549.04 1584.00 0.92 49.54 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.092 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 145.45 1584.00 0.25 13.77 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.092 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 145.45 1584.00 0.25 13.77 288.00 y tr Illi.* i Def ecttcl s w Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.0649 3.551 0.0000 0.000 i it 1trA, Qti8 F ice„.; 1 7 4 i'.<�, Support notation:Far left is#1 �,.;.F,, �,y PP Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.239 1.407 Overall MINimum 0239 0.340 +D+H 0.399 0.567 +D+L+H 1.239 1.407 +D+Lr+H 0.399 0.567 +D+S+H 0399 0.567 +D+0.750Lr+0.750L+H 1.029 1.197 +D+0.750L+0.750S+H 1.029 1.197 +D+O.60W+H 0.399 0.567 +D+0.70E+H 0.399 0.567 +D+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 Descr. Tuckunder plans (971)645-0901 dermis@vistastructural.com ; - Primo 14 JAN 8115,1:18AM 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-PM 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.075)L(0 05 S(0.125) +' • • A2-2. A Span=6.333 ft ffiliE ._k s> ,- i ":5 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 g stress Design OK Maximum Bendin g ss Ratio = 0.38a 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 = 1,242.00psi 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 = 3.167ft 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 Via, g ¢ see.` "`e�_ n €€ e.e B _'. 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 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 *0+1+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 0.265 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+S41 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 +0+0.750Lr+0.7501+41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.191 0.088 125 1200 1.00 1.00 1.00 1.00 1.00 0.56 257.52 1350.00 029 19.91 225.00 +0+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.380 0.176 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.13 1242.00 0.53 36.49 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 k,,,44,,,,,,%=000& 4 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com .�. N 2015 1:18M4 Prnte2 14 JA 4 4.4 �IFI� c -"-^aT. �.,,�,`'` q t r r,. tce ' t * 14-:::Y;;19:";474- _ - - x Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 40A:header in rear wall of master bedroom Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i C r C m C t C L M tb Pb V iv 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=6.333 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+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.149 0.069 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.56 257.52 1728.00 0.29 19.91 288.00 +0+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.273 0.127 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.13 1728.00 0.53 36.49 288.00 +D+0.750L+0.7505+0.5250E4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.273 0.127 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 472.13 1728.00 0.53 36.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.060 0.028 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.23 103.01 1728.00 0.12 7.96 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.333 ft 1 0.060 0.028 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.23 103.01 1728.00 0.12 7.96 288.00 faNg M PTs 1CMPcnr#11l eflecfti DTIC.,,r,i. 4 ��. e.A Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.7505+0.5250E+H 1 0.0493 3.190 0.0000 0.000 I i aCtf©r:0 q Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.653 0.653 Overall MINimum 0.142 0.142 +O+H 0237 0237 +D+L+H 0.396 0.396 +D+Lr+H 0.237 0237 +D+S+H 0.633 0.633 +0+0.750Lr+0.750L+11 0.356 0.356 +D+0.750L+0.750S+H 0.653 0.653 +D+0.60W+H 0237 0237 +0+0.70E+H 0237 0237 +0+0.7501J+0.750L+0.450W+H 0.356 0.356 +0+0.750L+0.7505+0.450W41 0.653 0.653 +D+0.750L+0.750S+0.5250E+H 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 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 y; dennis@vistasiructural.com ' r Protect 14 JAN 2D15,1:18APJ Lic.#:KVU-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 1,600.0ksi Fc-PM 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling * + Dro.044ua121 i + D(0.09 u0.24( + V + $ + • A 2-2x10 Span=7.0n E 6 `, 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 fir Design OK Maximum Bending Stress Ratio = M __. ~ m 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 :: ,e 4� ek 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 1b 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 +0+{+.}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 0.722 0.363 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.55 714.59 990.00 1.21 65.34 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.157 0.079 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.69 194.89 1237.50 0.33 17.82 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.171 0.086 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.69 194.89 1138.50 0.33 17.82 207.00 +0+0.750Lr+0.750L+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 Stnjctural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane En9lneer: DMH Project ID: 1149 i Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com t Printed 14 JAN 2015,1:18AM -.9 i s'Y, �k i 3� F Y cR"71, J.4$0, ., . sY .P .. '� -c:' y�ffi D t. ,, '+�`f� `.. 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 C d C EN C i C r C m C t Cf. M lb Pb V iv Pv Length=7.0 ft 1 0.514 0.258 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.08 584.66 1138.50 0.99 53.46 207.00 +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+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+0.450W+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 1584.00 020 10.69 288.00 2 .r w mrt le. ons,. , " - l; f Load Combination Span Max "Dell Location in Span Load Combination Max."+Defl Location in Span +D+L+H 1 0.0708 3.449 0.0000 0.000 Atorawiailtwiimariniti - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 / Overall MA)Gmum 1.588 1.299 Overall MINimum 0260 0213 +D+H 0.433 0.354 +D+L+H 1.588 1299 +O+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 +0+0.60W+H 0.433 0.354 +D+0.70E+H 0.433 0.354 +0+0.750Lr+0.750L+0.450W4l 1299 1.063 +D+0.750L+0.750S+0.450W+H 1299 1.063 +0+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 0354 Lr Only L Only 1.155 0.945 S Only W Only E Only H Only t Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7 - 7140 SW Queen Lane Engineer. DMH Project ID: 1149 4,,. ; Beaverton,OR 97008 Project Descr. Tuckunder plans `I • (971)645-0901 -, dennis@vistastructural.com Priite&14 JAN 2115, 1:18AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40A:Header above garage door 'e w --: Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Pr!! 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.108) I, D(0.075)L(0.05)S(0.125) • 3.5x12 A i I ! Span=16.333 ft ,° F,- 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) ' _. .; __ _, 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 fb:Actual 1,496.99 psi fv:Actual 80.95 psi FB:Allowable = 2,760.00 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 = 8.167ft Location of maximum on span = 15.379 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=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 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.462 0.226 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.77 1,109.94 2400.00 1.68 60.02 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.291 0.142 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.10 871.76 3000.00 1.32 47.14 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333ft 1 0.532 0.260 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.27 1,467.22 2760.00 2.22 79.34 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333ft 1 0.350 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 40+0.750L+0.750S41 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 g'' 7140 SW Queen Lane Engineer. DMH Project ID: 1149 t Beaverton,OR 97008 Project Descr. Tuckunder plans . (971)645-0901 dermis@vistastructural.com E x�, rte; ''`$' Y _£ 71641,14". �c 3 - Printed: 14 JAN 2)15 1 18AM e @,1',-,-, ,T� ; .%Z P Ota li 3v `Y -_ "4 4 - - 4k'�� y� rt��E'•gif�' Lt' > r4. ',..;',:1" -.r-.,f�� :.:,,e. ,n+,..�. ,s � �f F� .� 4:. '. 31;�tc`�,��;;p ri,, 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 Cd C FN C i Cr C m C t C L M lb Pb V fv F'v 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+0.750L40.450W41 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 2828 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.333 ft 1 0.136 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.66 523.05 3840.00 0.79 28.28 424.00 W , ui eflectionS. _:4.r 3 .. ..a.,a Load Combination Span Max.'"Deli Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5579 8226 0.0000 0.000 *i { itWii-115 *.,_ s fe M ,5 ;, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 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 40+0.750Lr+0.750L+0.450W+H 1.801 1.801 41D+0.750L+0.750S+0.450W41 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 Lr Only L Only 0.408 0.408 S Only 1.021 1.021 W Only E Only H Only i Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plansii. •x�' (971)645-0901 -. dermis@vistastructural.com '.. :• Prcded 14 JAN 2015,1:16AM 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-Pril 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.11l L(O 44) i * 4111 • • 44 • 4 Span=5.60 R s : Service loads entered.Load Factors will be applied for calculation cp .�� N.`;';'' Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft p Design OK Maximum Bending Stress Ratio = 0.721: 1 Maximum Shear Stress Ratio = 0.399: 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 843.80 psi fv:Actual = 71.76 psi FB:Allowable = 1,170.00 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 i 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 C1 M ib Pb V fv F'v 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 1053.00 024 14.35 162.00 404{4}1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.721 0.399 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.16 843.80 1170.00 1.21 71.76 180.00 404r4H 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 40+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 40+0.750Lr40.750L4H 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 0255 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 4040.750L40.750S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.60 ft 1 0.502 0.277 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.72 675.04 1345.50 0.97 57.41 207.00 ) Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D t7140 SW Queen Lane Engineer: DMH Project ID: 1149 f Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Prided 14 JAN 2D15,1:18AM 'v�^ z yk 7'k i �8 s ,. ,,-,,,--44•,y,,,, '3 �tr�." 2»�, s ay a , r 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 tb Pb V fv Pv +D+0.60W+H 1300 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 1872.00 024 14.35 288.00 +D+0.70E+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +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=5.60 ft 1 0.054 0.030 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 101.26 1872.00 0.15 8.61 288.00 +0.60D+0.70E+O.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 Load Combination Span Max."-'Dell Location in Span Load Combination Max.'+Dell Location in Span +D+L+H 1 0.0688 2.820 0.0000 0.000 r , ��. ..�. ._.,. ..� ,.�..��� �--: �.,. .:,. .�.... = Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Omum 1.540 1.540 Overall MINimum 0.185 0.185 +D+H 0.308 0.308 +D+L+H 1.540 1.540 +D+Lr+H 0.308 0.308 +D+S+H 0.308 0.308 +D+0.750Lr+0.750L+H 1232 1232 +D+0.750L+0.750S+H 1232 1232 +D+0.60W+H 0.308 0.308 +D+0.70E+H 0.308 0.308 +D+0.750Lr+0.750L+0.450W+H 1232 1232 +D+0.750L+0.750S+0.450W+H 1232 1232 +D+0.750L+0.750S+0.5250E+H 1232 1232 +0.60D+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 k (971)645-0901 dennis@vistastructural.com -,....,,.. ,,,,'- 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-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1)(0.0525)L(0.035)S(0.0875) Ti I, • 4x10 Span=15.50ft iQ 6_ i° 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 i ' _ _ _ . _ 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 1b:Actual = 1,042.43 psi fv:Actual = 46.92 psi FS: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 = 7.750ft Location of maximum on span = 14.765ft 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 fb Fb V iv Fv +041 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.390 0.105 0.90 1200 1.00 1.00 1.00 1.00 1.00 1.58 379.07 972.00 0.37 17.06 162.00 +0+L+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 0.585 0.158 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.63 631.78 1080.00 0.61 28.44 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.281 0.076 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.58 379.07 1350.00 0.37 17.06 225.00 +D+S+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.814 0.220 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,010.84 1242.00 0.98 45.50 207.00 +0+0.750Lr+0.750L+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 0.421 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 +0+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.839 0.227 1.15 1200 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 SW Queen Lane Engineer DMH Project ID: 1149 jt) Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Prided:14 JAN 2D15,1:18AM e � .,i- ASN „`h R �: ruialtH'fC�E. Lic.#: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 C d C EN Ci Cr C m C t CL M Po Pb V fv Fhr +0+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.70E41 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 0219 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+0.750Lr+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=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 +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=15.50 ft 1 0.603 0.163 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.34 1,042.43 1728.00 1.01 46.92 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.603 0.163 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.34 1,042.43 1728.00 1.01 46.92 288.00 +0.60D+0.60W+0.60H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.50 ft 1 0.132 0.036 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.95 227.44 1728.00 022 10.24 288.00 +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=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 Load Combination Span Max."-*Defl Location in Span Load Combination Max."+'Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.5106 7.807 0.0000 0.000 ? 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 +D+H 0.407 0.407 +D+L+H 0.678 0.678 +D+Lr41 0.407 0.407 +D+S41 1.085 1.085 +D+0.750Lr+0.750L+H 0.610 0.610 +D+0.750L+0.750S+H 1.119 1.119 +D+0.60W+H 0.407 0.407 +D+0.70E+H 0.407 0.407 +D+0.750Lr+0.750L+0.450W+H 0.610 0.610 +0+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 0.244 +0.60D+0.70E+0.60H 0244 0244 D Only 0.407 0.407 Lr Only L Only 0271 0271 S Only 0.678 0.678 W Only E Only H Only 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 2015,7:06PM . ',� .fir `.�, ,t. 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-Fri' 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 oro.075)u t sm.125) i i 0 III AA 2-2x6 i i 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 r .i ,.f: 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 = 1,345.50psi 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 CI_ M fb Pb V fv FY +1341 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 404441 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 1.25 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+541 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 +040.7501.r40.750L+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 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.51 401.65 1462.50 0.29 26.20 225.00 +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.547 0232 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.93 736.36 1345.50 0.53 48.04 207.00 44, Vista Structural Engineering,LLC Project Title: Plan 40AU ,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com Pnnbd 4 FEB 2015 7 06PM c'' ,g ) L # -ti rgq r te r ,./''4;1",-{',.4:-,,,A f F f i ^11t�9CCif@ ' \ rLic #:KW-06010523 Licensee :Vista Structural Engineering,LLC Description: 400:header above rear wall of bedroom#2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv FY +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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++I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.143 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 267.77 1872.00 0.19 17.47 288.00 +0+0.750L1+0.750L+0.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.215 0.091 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.51 401.65 1872.00 0.29 26.20 288.00 +0+0.750L+0.7505+0.450W41 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+0.7505+0.5250E4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.393 0.167 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 736.36 1872.00 0.53 48.04 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.086 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 160.66 1872.00 0.12 10.48 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.086 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 020 160.66 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 `° CTf ,,,; .,u. I 'i,-'e.7-1-S7 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MfWmum 0.619 0.619 Overall MINimum 0.135 0.135 +D+H 0225 0225 +D+L+H 0.375 0.375 +D+Lr+11 0225 0225 +D+S++1 0.600 0.600 +D+0.750Lr+0.750L+H 0.338 0.338 +0+0.750L+0.7505+11 0.619 0.619 +D+0.60W+H 0.225 0225 +D+0.70E+H 0225 0225 +D+0.750Lr+0.750L+0.450W+H 0.338 0.338 +D+0.750L+0.750S+0.450W+H 0.619 0.619 +D+0.750L+0.750S+0.5250E+H 0.619 0.619 +0.60D+0.60W+0.60H 0.135 0.135 40.60D+0.70E+0.60H 0.135 0.135 D Only 0225 0225 Lr Only L Only 0.150 0.150 S Only 0.375 0.375 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D (*)7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 Bennis@vistastructural.com Rimed:4 FEB 2015,7:08PM £ ,717.--7:74747;77:51,017,..K,77,4-2771-F' Lic.#:KW-06010523 Licensee.Vista Structural Engineering.LLC Description: 40D:Beam above back of great room supporting wall above Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 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-roc 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.010005)L(0.02668) D(0.096) • • 3.5x13.5 Span=21.50 ft 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=0.040 ksf, Tributary Width=0.6670 ft . .LL Design OK `off , 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 = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L41 Load Combination +D+-+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 CL M Ib Pb V N Fv +D+H 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.352 0.150 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.74 760.30 2160.00 1.13 35.72 238.50 +0+L+11 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 8.28 934.31 2400.00 1.38 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 6.74 760.30 3000.00 1.13 35.72 331.25 +0+641 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 0275 0.117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.74 76030 2760.00 1.13 35.72 304.75 +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=21.50 ft 1 0.297 0.126 125 1.000 1.00 1.00 1.00 1.00 1.00 7.89 89081 3000.00 1.32 41.85 331.25 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D (4441=0)7140 SW Queen Lane Engineer. DMH Project ID: 1149 lotiOt Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com Printed:4 FEB 2015,7:06PM x' : iti o„ 1if rig > oa 7 rlix i t d "tFae p m� o t �kcai0 ; 4i,:, � 4 � i Lic.#.KW- 6010523 Licensee:Vista Structural Engineering. 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 C L M tb Fb V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.323 0.137 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 2760.00 1.32 41.85 304.75 +D+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 6.74 760.30 3840.00 1.13 35.72 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.198 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00. 6.74 760.30 3840.00 1.13 35.72 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.232 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 3840.00 1.32 41.85 424.00 +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=21.50 ft 1 0.232 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 3840.00 1.32 41.85 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.232 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.89 890.81 3840.00 1.32 41.85 424.00 +0.60D+0.60W+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 -{);rlitM auani 3eflechc s ..x. Vi 4 Load Combination Span Max'"Dell Location in Span Load Combination Max"+"Dell Location in Span +D+L+1-1 1 0.5363 10.828 0.0000 0.000 i A Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.540 1.540 Overall MINimum 0.287 0.287 +D+H 1.253 1.253 +D+L+H 1.540 1.540 +D+Lr+H 1253 1253 +D+S+H 1.253 1.253 +D+0.750Lr+0.750L+H 1.468 1.468 +D+0.750L+0.750S+H 1.468 1.468 +D+0.60W+11 1253 1.253 +D+0.70E+H 1253 1.253 +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 Lr Only L Only 0287 0287 S Only W Only E Only H Only (*)Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 Bennis@vistastructural.com Prinkd:4 FEB 2015,7:08PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 400: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-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.075)L(0.05)S(0.1251 0(0.010005L(0.02668) + + 1 + + 1 1 0(0..0096) y 0 0 A 5.5x15 A Span=21.50 ft ?'',: ::4:1:4Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=0.6670 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(roof trusses) S ''r -/ 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 tb:Actual = 1,179.05 psi fv:Actual = 61.04 psi FB:Allowable = 2,673.80 psi Fv:Allowable = 304.75si P 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 E� 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 0.320 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 +0+14I 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.399 0.181 1.00 0.969 1.00 1.00 1.00 1.00 1.00 15.96 928.33 2325.05 2.64 48.06 265.00 +D+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.231 0.105 1.25 0.969 1.00 1.00 1.00 1.00 1.00 11.52 670.54 2906.31 1.91 34.72 331.25 +D+S41 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 j Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 714( 0 SW Queen Lane Engineer: DMH Project Descr: Tuckunder plans Project ID: 1149 Beaverton,OR 97008 (971)645-0901 dennis@vistastructural.com j Printed:4 FEB 2015,7:06PM je e m "' ,'z,,,„‘„)„,,, , s ® "e s 11114±L Lic.#:KW-06010523 Licensee:Vista 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 fb Pb V fv Pv 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+1-1 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 +0+0.750L+0.750S+0.450W41 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 40233 3720.07 1.15 20.83 424.00 tTiit,,:" e u0 om_, Load Combination Span Max.''Dell 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 a09 „'s x ii ,�Ai 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 +O+L+H 2.968 2.968 +D+Lr++i 2.144 2.144 +D+S+H 3.488 3.488 +D+0.750Lr+0.750L+H 2.762 2.762 +D+0.750L+0.750S+H 3.770 3.770 +0+0.60W+H 2.144 2.144 +0+0.70E+H 2.144 2.144 +D+0.750Lr+0.750L+0.450W+H 2.762 2.762 +D+0.750L+0.750S+0.450W+H 3.770 3.770 +0+0.750L+0.750S+0.5250E+H 3.770 3.770 +0.60D+0.60W+0.60H 1287 1.287 +0.6013+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 A dennis@vistastructural.com ' „„-' Printed:4 FEB 2015,7:08PM " ». .., o :. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:Header at right side of dining room iEr . 'rM it Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pr!! 1,650.0 psi Eminbend-xx 930.0ksi 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(0.16511 L(0.44) I i D (0.6)L 0.4)S(1i ♦ i $ ' + + D(0.12) V V I • • 3.5x9 • t Span=8.330 ft ,_ 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=1.0k@1.50 ft F4 t •- , 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 = 1,793.20psi fv:Actual = 157.65 psi FB:Allowable = 2,400.O0psi 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 l»..6 i ise.Y. arn.r,b.9in li 8 €e'8»rS,'- ..! i. f,4. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C1 C m C t C L M tb Fb V fv FV +D+}f 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.346 0.294 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.94 74728 2160.00 1.47 70.05 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.747 0.595 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,793.20 2400.00 3.31 157.65 265.00 +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 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.94 74728 3000.00 1.47 70.05 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.351 0.358 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.82 969.55 2760.00 2.29 109.09 304.75 +0+0.750Lr+0.750L+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 (971)645-0901 dennis@vistastructural.com "--- Printed:4 FEB 2015,7:08PM 6.. • G Q `� � � '4 J.&,.g N^ 3 fes' :, a!} �_ .�� 5 .43" �+.�`._ S � ��` � r 1r .. - 5,u ,, 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 C d C FN C i Cr C m C t C L M lb Pb V fv FU +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 1587.25 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 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 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 +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=8.330 ft 1 0.439 0.389 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.64 1,687.25 3840.00 3.47 165.03 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.330 ft 1 0.117 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 44837 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 44837 3840.00 0.88 42.03 424.00 "mbiali61muri'deflecf[ans Load Combination Span •Max''Defl Location in Span Load Combination Max."+'Defl Location in Span +0+L41 1 0.2348 4.104 0.0000 0.000 n � yZg Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXrmum 3.914 3200 Overall MINimum 0.820 0.180 +D+H 1.679 1295 +D+L+H 3.840 3200 +D+Lr+H 1.679 1295 +D+S+H 2.499 1.475 +D+0.750Lr+0.750L+H 3299 2.724 +D+0.750L+0.750S+H 3.914 2.859 +D+0.60W+H 1.679 1.295 +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 +D+0.750L+0.750S+0.5250E+H 3.914 2.859 +0.60D+0.60W+0.60H 1.007 0.777 +0.60D+0.70E+0.60H 1.007 0.777 D Only 1.679 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 • dermis@vistastructural.com Prided:4 FEB 2015,7:08PM 3 � e Lic.# KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 40D:headers at 2nd floor stair opening,tech room,and bath#3 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-1 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 4 S(0.3) i 22x6 A Span=4.330 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 f Design OK Maximum Bending Stress Ratio = 0.684 1 Maximum Shear Stress Ratio = 0.371 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 920.40 psi fv:Actual = 76.80 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.150L+0.750S+11 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 C m C t C1 M lb Pb V iv Fv +D+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 +04+1-1 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 0.477 0259 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.70 557.82 1170.00 0.51 46.55 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.229 0.124 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.42 334.69 1462.50 0.31 27.93 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 40+0.75011+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.343 0.186 125 1.300 1.00 1.00 1.00 1.00 1.00 0.63 502.04 1462.50 0.46 41.89 225.00 +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=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 >I (971)645-0901 dennis@vistastructural.com . ., Printed:4 FEB 2015 7:061,14 8PN ;'1''''',4';.,„," f ' ' ,1,7 F� t rs y "'',::4040:40834-20010:477 i e#$S t.t^ 5 914g�tIi s 1 - 11:1S .";;41, z! ., '.:4;; ,. 5: ,k, w .e9 ' c a . ,- Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LC Description: 4011 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 Ci Cr Cm C t CL M fb Pb V N 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=4.330 ft 1 0.179 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 334.69 1872.00 0.31 27.93 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.179 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 334.69 1872.00 0.31 27.93 288.00 +D+0.750Lr+0.750L+0.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.268 0.145 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.63 502.04 1872.00 0.46 41.89 288.00 +0+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.330 ft 1 0.492 0267 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+0.7505+0.5250E4j 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 r, W a fir, - o 3W W 'WFTI Load Combination Span Max'"Defl Location in Span Load Combination Max"+"Deft Location in Span +0+0.750L+0.7505+0.5250E+H 1 0.0592 2.181 0.0000 0.000 E-1#1Ca eiaiiii K n ' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAMmum 1.072 1.072 Overall MINimum 0234 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 +D+0.750L+0.750S+H 1.072 1.072 +D+0.60W+H 0.390 0.390 +D+0.70E+H 0.390 0.390 +D+0.750Lr+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 0234 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 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com (*) Printed:4 FEB 2015,7:09PM Lic.#:KW-06010523 Licensee:Vista S structural Engineering.LLC Description: 40D:header at bedroom#3 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 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 i IXL(. 0.18) 12)S(0.3) i I • I` ♦ 2 A II I ISpan=6.330 ft i'iar €, ,`,aM 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 T 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 tb: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 6 a r F _,a, 'a a;:e {semtP ce Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C t Cr C m C t C L M tb Pb V fv FY +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 41t65 972.00 0.46 31.83 162.00 +0+{+}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 0.635 0.295 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.50 686.08 1080.00 0.77 53.06 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.305 0.141 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.90 411.65 1350.00 0.46 31.83 225.00 +0+5+}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 0.884 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+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.457 0.212 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 +0+0.750L+0.750S41 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 fi Beaverton,OR 97008 Protect Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com Printed:4 FEB 2015,7:09PM ,.. •�,' ,� s � Y ' a a f `� t o s@ ,.�, n tet•�_ '^ ;�: ,: ., �&a+, '.?k^.c•'»g S.. ,,F"».'d...�<. -5� ' ,€A Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 400:header at bedroom#3 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 tb Pb V fv 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 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.238 0.111 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.90 411.65 1728.00 0.46 31.83 288.00 +D+0.750Lr+0.750L+0.450W+H 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 1200 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 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.655 0.304 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 1,132.03 1728.00 127 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 1.200 1.00 1.00 1.00 1.00 1.00 2.48 1,132.03 1728.00 1.27 87.54 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.143 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.54 246.99 1728.00 0.28 19.10 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.143 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.54 246.99 1728.00 0.28 19.10 288.00 Load Combination Span Max- Defl Location in Span Load Combination Max"+Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.1180 3.188 0.0000 0.000 1C1iC� e8Ctf011g, ...••,Ek * s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAMmum 1.567 1.567 Overall MINimum 0.342 0.342 +D+H 0.570 0.570 +D+L+H 0.950 0.950 +D+Lr+H 0.570 0.570 +D+S+H 1.519 1.519 +D+0.750Lr+0.750L+H 0.855 0.855 +0+0.750L+0.750S+H 1.567 1.567 +D+0.60W+H 0.570 0.570 +D+0.70E+H 0.570 0.570 +D+0.750Lr+0.750L+0.450W+H 0.855 0.855 +0+0.750L+0.750S+0.450W+H 1.567 1.567 +0+0.750L+0.750S+0.5250E+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 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 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers above great room r `, ilf „ ',:E., Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I D(1)L(0.5)S(1) 1 D(0.18)L(0.12)S(0.3) $ i i i * I,! 2-2x8 i 1 1 1 Span=4.50 ft IIIStPlhainr.;;; r Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=12.0 ft Point Load: D=1.0, L=0.50, S=1.Ok@0.50ft Desi•n OK Maximum Bending Stress Ratio = 0.677: 1 Maximum Shear Stress Ratio = 0.352 : 1 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+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.774ft Location of maximum on span = 3.909 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2123 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.045 in Ratio= 1190 Max Upward Total Deflection 0.000 in Ratio= 0<240 morin ^.ib. i Ta Rj.: 8. .21 : Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Gd C FN Ci Cr Dm C t Di_ M tb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.348 0.174 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.74 337.84 972.00 0.41 28.25 162.00 +D+L+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 0.499 0.255 1.00 1200 1.00 1.00 1.00 1.00 1.00 1.18 539.09 1080.00 0.66 45.81 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.250 0.126 1.25 1200 1.00 1.00 1.00 1.00 1.00 0.74 337.84 1350.00 0.41 28.25 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.649 0.339 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.77 806.55 1242.00 1.02 70.24 207.00 +0+0.7501r+0.750L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.362 0.184 125 1.200 1.00 1.00 1.00 1.00 1.00 1.07 48875 1350.00 0.60 41.42 225.00 +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 Vista Structural Engineering,LLC Project Title: 9 9. 1 Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 t Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Printed:4 FEB 2015.7:09PM 4,, x . tlsersl0enn4s ,� _. . �1t+>fAMM„. 541 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 4011 headers above great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M tb Pb V fv Fb Length=4.50 ft 1 0.677 0.352 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.84 840.38 1242.00 1.06 72.91 207.00 +0+0.60W+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.196 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+0.70E+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 0.196 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 337.84 1728.00 0.41 2825 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=4.50 ft 1 0.283 0.144 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.07 488.75 1728.00 0.60 41.42 288.00 +D+0.750L+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=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 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.486 0.253 1.60 1200 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 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.117 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.71 1728.00 0.25 16.95 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.550 ft 1 0.117 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.71 1728.00 025 16.95 288.00 Load Combination Span Max'"Dell Location in Span Load Combination Max"+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0454 2.151 0.0000 0.000 %13frIC81 EaC1�tl5 � N Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MNOmum 3.003 1.350 Overall MINimum 0.714 0.310 +D+H 1294 0.516 +D+L+H 2.008 0.842 +D+Lr+H 1294 0.516 +D+S+H 2.858 1.302 +D+0.750Lr+0.750L+H 1.830 0.760 +0+0.750L+0.750S4l 3.003 1.350 +0+0.60W41 1294 0.516 +D+0.70E+H 1.294 0.516 +0+0.750Lr+0.750L+0.450W+H 1.830 0.760 +D+0.750L+0.750S+0.450W+H 3.003 1.350 +D+0.750L+0.750S+0.5250E+H 3.003 1.350 +0.60D+0.60W+0.60H 0.776 0.310 +0.60D+0.70E+0.60H 0.776 0.310 D Only 1294 0.516 Lr Only L Only 0.714 0.326 S Only 1.564 0.786 W Only E Only H Only (44*110)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:4 FEB 2015,7:09PM 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-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 I D(0.9)L(0.6)S(1.5) i 1 l 1 i 1 • 2-2x8 A I i l Span=3.250 ft `. Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.90, L=0.60, S=1.50 k @ 1.250 ft vi c ?if :, . Design OK Maximum Bending Stress Ratio = 0.697 1 Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 866.12 psi N:Actual = 105.04 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.245ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 3422 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 2074 Max Upward Total Deflection 0.000 in Ratio= 0<240 •4 r.ad€€ €z F:',2a p )e : '1-1- k 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 F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=3250 ft 1 0.324 0.236 0.90 1200 1.00 1.00 1.00 1.00 1.00 0.69 314.95 972.00 0.55 3820 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.486 0.354 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.15 524.92 1080.00 0.92 63.66 180.00 +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 1200 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=3250 ft 1 0.676 0.492 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.84 83988 1242.00 1.48 101.86 207.00 +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=3.250 ft 1 0.350 0.255 125 1200 1.00 1.00 1.00 1.00 1.00 1.03 472.43 1350.00 0.83 57.29 225.00 +0.+0.750L+0.750S- 4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.697 0.507 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.90 866.12 1242.00 1.52 105.04 207.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D ' 4 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008‘,,,,,‘4, :v4mt,e,00,) Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com yyy Printd:4 FEB 2015,7:09PM Y 4-41#fie#:40; 4,4 43Kze'�'Yz ��t Yx F""� s .i ??'t e�', C p. B Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 40D:header above left side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd Cm Ci Cr Cm C t CL M lb Pb V fv FY +D+0.60W+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.182 0.133 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 314.95 1728.00 0.55 38.20 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.182 0.133 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.69 314.95 1728.00 0.55 38.20 288.00 +D+0.750Lr+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 1200 1.00 1.00 1.00 1.00 1.00 1.03 472.43 1728.00 0.83 57.29 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.501 0.365 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.90 866.12 1728.00 1.52 105.04 288.00 +D+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=3.250 ft 1 0.501 0.365 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.90 866.12 1728.00 1.52 105.04 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.109 0.080 1.60 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 Load Combination Span Max""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0188 1.518 0.0000 0.000 :jig ` giio g. t, "tl Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 „ - Overall MAXiimum 1.523 0.952 Overall MINimum 0.332 0208 +D+H 0.554 0.346 +D+L+H 0.923 0.577 +D+Lr+H 0.554 0.346 +D+S+H 1.477 0.923 +D+0.750Lr+0.750L+H 0.831 0.519 +D+0.750L+0.750S43 1.523 0.952 +D+0.60W41 0.554 0.346 +D+0.70E44 0.554 0.346 +D+0.750Lr+0.750L+0.450W+H 0.831 0.519 +D+0.750L+0.750S+0.450W+H 1.523 0.952 +D+0.750L+0.750S+0.5250E+H 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,406,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr Tuckunder plans (971)645-0901 dennis(vistastructural.com*), Printed:4 FEB 2015,7:09PM Lic.#: KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 40D:headers at front porch i 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 :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 D10.06)L 0.04)S 0,1) A A 2-24 x8 Span=6.50 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=4.0 ft Desi•n OK Maximum Bending Stress Ratiop = 0.32Q 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 397.88 psi fv:Actual = 30.23 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S41 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 i Cr Cm C t CI_ M fb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.149 0.068 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.32 144.68 972.00 0.16 10.99 162.00 +04+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 1.200 1.00 1.00 1.00 1.00 1.00 0.53 241.14 1080.00 0.27 18.32 180.00 +04r4+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 0.107 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 +0+841 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 0.311 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 +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=6.50 ft 1 0.161 0.073 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.48 217.03 1350.00 024 16.49 225.00 +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 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 3023 207.00 4 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dennis@vistastructural.com EB a � ® �'� aY°` .� "'�.E�^tmss `�.'�� :� r,` z�c � M ''� `°` aVarC • Printed: 7 -... ,,,,,;v:',;`--,i-:4-4, „f.,;...1,-,-'1...-r�sura ` Z6„ ` x .,.... �'�.a,., r%�+�' "a_ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers at front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M lb Pb V fv Pv 40+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.084 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 144.68 1728.00 0.16 10.99 288.00 +D+0.70E+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 1.200 1.00 1.00 1.00 1.00 1.00 0.32 144.68 1728.00 0.16 10.99 288.00 +0+0.750Lr+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+0.750L+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=6.50 ft 1 0.230 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.87 397.88 1728.00 0.44 30.23 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.050 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 86.81 1728.00 0.10 6.60 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.050 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 86.81 1728.00 0.10 6.60 288.00 gt. tri efle . , 'e. 3i a k" Load Combination Span Max -"Dell Location in Span Load Combination Max."+"Dell Location in Span +0+0.750L+0.750S+0.5250E41 1 0.0437 3.274 0.0000 0.000 3 , i. p q jg x ' I N f+.' I Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.536 0.536 Overall MINimum 0.117 0.117 +D+H 0.195 0.195 +D+L+H 0.325 0325 +D+Lr+H 0.195 0.195 +D+S+H 0.520 0.520 +D+0.750Lr+0.750L+H 0.293 0293 +0+0.750L+0.750S+H 0.536 0.536 +0+0.60W+H 0.195 0.195 +D+0.70E+H 0.195 0.195 +0+0.750Lr+0.750L+0.450W+H 0.293 0.293 +D+0.750L+0.750S+0.450W+H 0.536 0.536 +D+0.750L+0.750S+0.5250E+H 0.536 0.536 +0.60D+0.60W+0.60H 0.117 0.117 +0.60D+0.70E+0.60H 0.117 0.117 D Only 0.195 0.195 Lr Only L Only 0.130 0.130 S Only 0.325 0.325 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dermis@vistastructural.com Priniad:4 FEB 2015,7:09PM VIr 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-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fir 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + Dro.075)u+ i0 )S .125) + V i D(0 OM V $ V $ D(0.165($0.44) + i + ( • • z26 [ Spa)=3.3300 1;111'7' . - 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) rITZEf ,i Design OK Maximum„Bending Stress Ratio = 0.776 1 Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 908.37 psi fv:Actual = 91.26 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L41 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 Ratio0<360 Max Downward Total Deflection 0.035 in Ratio= 1156 Max Upward Total Deflection 0.000 in Ratio= 0<240 VittIttUtir4:37:'.2t-ftr-t,.ATVEltareeifttia fl is 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 fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.351 0.229 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.47 36951 1053.00 0.41 37.12 162.00 +0+1+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.776 0.507 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.14 90837 1170.00 1.00 91.26 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.253 0.165 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 369.51 1462.50 0.41 37.12 225.00 +D+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 +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 0.529 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 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr: Tuckunder plans (971)645-0901 dermis@vistastructural.com Ato _j Printed:4FEB 2015,7:09PM s s9 _`' ' �,4 si & rys, s eCT0ME" 2P ,'Rt149 E r, aB ;�� 4 � �a a " . ' ,s,b' ° _ � 'd, .4 _ `.� } e. r�' . , � s Lic.#:KW-06010:523 Licensee:Vista Structural Engineering,LLC Description: 40D:headers at master bath and laundry walls Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t CI_ M lb F'b V fv F'v +D+0.750L40.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.652 0.426 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.11 876.76 1345.50 0.97 88.08 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.197 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 369.51 1872.00 0.41 37.12 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.197 0.129 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 369.51 1872.00 0.41 37.12 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.413 0.270 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 773.66 1872.00 0.85 77.73 288.00 +D+0.750L+0.75OS+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.468 0.306 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.11 876.76 1872.00 0.97 88.08 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.468 0.306 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.11 876.76 1872.00 0.97 88.08 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.118 0.077 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 221.70 1872.00 0.25 22.27 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.118 0.077 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 221.70 1872.00 0.25 22.27 288.00 Load Combination Span Max.'"Dell Location in Span Load Combination Max"+"Deft Location in Span +0441 1 0.0345 1.677 0.0000 0.000 111 E R@8%tto115 ri TI2Ma £; 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 0.208 +D-41 0.559 0.559 40441 1.375 1.375 +0+Lr41 0.559 0.559 +D+S41 0.768 0.768 +D+0.750Lr+0.750L+H 1.171 1.171 +D+0.750L+0.750S4H 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 40+0.750L40.750S+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 Lr Only L Only 0.816 0.816 S Only 0.208 0.208 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane averton,OR 97008 )645-0901 Engineer: DMH Project ID: 1149 BeProject Descr. Tuckunder plans (971 dennisi vistastructural.com Pdirded:4FEB 2015,7:09PM Lrc.#: KW-06010523 Licensee:Vista Structural Engineering.LLC Description: 40D:headers at powder room and kitchen walls Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!' 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 s + D(.18112)s{0.3) + + D(0.096) V $ V $ # V + D(0.185iU04." ♦ + { • • • 22ae • Span=3.330E ® . ,.;;, 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) r c Design OK Maximum Bending Stress Ratio = 0.941: 1 Maximum Shear Stress Ratio = 0.614 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,100.83 psi fv:Actual = 110.59 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L41 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 CL M fb F'b V fv 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 +0+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.332 0.217 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.61 484.98 1462.50 0.54 48.72 225.00 +0+841 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 r` 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 ;r:-46 '1'jt;'2'43 :A5f44"rlit"ti**'- 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 C d C FN C i Cr Cm C t C L M lb Fb V fv Pv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.330 ft 1 0.888 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+0.750Lr40.750L+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 4D+0.750L40.750S+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 +040.750L+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 1,19430 1872.00 1.32 119.99 288.00 40.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 40.60D+0.70E40.60H 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 jr nmum© >r��cttt h " ., Load Combination Span Max"'Deli Location in Span Load Combination Max"+"Deli Location in Span +040.750L40.750S+0.5250E41 1 0.0454 1.677 0.0000 0.000 VES * _ y � Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MNGmum 1.808 1.808 Overall MINimum 0.441 0.441 +D+H 0.734 0.734 +1)441 1.667 1.667 +O+Lr+H 0.734 0.734 +0+S+H 1.234 1234 +D+0.750Lr+0.750L+H 1.434 1.434 +040.750L+0.7505+H 1.808 1.808 +D+0.60W+H 0.734 0.734 +D+0.70E41 0.734 0.734 4040.750Lr+0.750L+0.450W41 1.434 1.434 +1340.750L40.750S+0.450W41 1.808 1.808 +0+0.750L40.750S+0.5250E41 1.808 1.808 +0.60D40.60W+0.60H 0.441 0.441 +0.60D+0.70E40.60H 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 (971)645-0901 dennis@vistastructural.com Printed:4 FEB 2015,7:10PM Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 40D:header at first floor stair opening ill as , ' Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.4)L(027)S(0.68) D(0.096) I $ + $ 'V 'V 1 I A 2-2x6 A 3 I I Span=5.0 ft ,,,, 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 r : ..m _.. ... 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 • b: a w,k.6 W b'-'1`1:10, 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 ib Pb V fv Fv +D+4-1 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 +0+1r+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 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • 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 00) (971)645-0901 dennis@vistastructural.com ^" "°fir Printed:4 FEB 2015.7:10PM s Q Q� *7 r'a O '4a•L1r� O .�w �,�, '`�'��� � '�� 87R11S�it�.lf�^'. '�"� c.#:KW-06010523 Licensee:Vista Structural Engineering, Description: 40D: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 1 Cr C m C t C L M th Pb V N Pv Length=5.0 ft 1 0379 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 +0+0.7501.1+0.750L+0.450W4l 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+0.450W4I 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 19438 1872.00 0.33 30.34 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.104 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 194.38 1872.00 0.33 30.34 288.00 Load Combination Span Max'"Dell Location in Span Load Combination Max"+•Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0431 2.318 0.0000 0.000 fa s T � Ctiialit a �,. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MNXmum 1.241 0.351 Overall MINimum 0.243 0.027 +D+H 0.600 0.280 +D+L+H 0.843 0.307 +D+Lr+H 0.600 0.280 +D+S+H 1212 0.348 +D+0.750Lr+0.750L+H 0.782 0.300 +0+0.750L+0.75054l 1241 0.351 +D+0.60W+H 0.600 0280 +D+0.70E+H 0.600 0.280 +D+0.750Lr+0.750L+0.450W+1-1 0.782 0.300 +D+0.750L+0.750S+0.450W+H 1.241 0.351 +0+0.750L+0.7505+0.5250E4l 1241 0351 +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 0.243 0.027 S Only 0.612 0.068 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 r (971)645-0901 /, dennis@vistastructural.com sem ° Prided 14 JAN 2015,1:16AM 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 AnalysislDesign 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 Min Allow%Temp Reinf(based on thick) 0.0018 4 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive SlidingResistance 250.0 cf Increases based on footing Depth.... p Allowable pressure increase per foot ksf (Uses entry for'Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increaser foot ksf when maximum length or width is greater than ft Maximum Mowed Bearing Pressure 10 ksf (A value of zero implies no Omit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Distance Left of Column#1 = 18.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.0 ft Sq.Dim. = 6.0 6.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 0.50 ft Height = in Bottom Bars 5.0 4 1.0 0.0 in^2 Total Footing Length = 22.50 ft Top Bars 5.0 4 1.0 0.0 in 2 2 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 in"2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0102 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 jj 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 osimir . r 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 14 JAN 2815, 1:18AM t a r, a � � m G li�eflil e s. ......) aa`I a iou. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing under garage door k,DESIGNSI1MiYlA , . ,, 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-CoI#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 CoI#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 Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio &d •••e � i.. .....« ..,, awv�vw n,. +�#3"� Fx. £ Y.w.- hf g v... . '�f e .3 ., ,....,._ ....v ..��x:.��,,, .. &,� �R,,,. �,x`5�., ,: u�, �;� . fa tr.. „.rI 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 -i, (971)645-0901 dennis@vistastructural.com Printed 14 JAN 2015, 1:18AM Lic.i:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Soil Design Values Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pct Soil/Concrete Friction Coeff. = 0.30 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of dept= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0:1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater- ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 1.667 ft Z Length parallel to Z-Z Axis = 1.667 ft Footing Thidmes = 8.0 in Pedestal dimensions... , X px:parallel to X-X Axis = in , pz:parallel to Z-Z Axis = in C? m Height - in r Rebar Centerline to Edge of Concrete. co at Bottom of footing = 3.0 in up 1'-8- /16" n G) Bars parallel to X X Axis = Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 °'.Reinforcing Bar Sizr = # 4 ire"I ii,A :11; il Bandwidth Distribution Check (ACI 15.4.4.2) �I _ I�� �i { R-[SWM La..b•Z Z.Z SMenlndhgln•.\.. Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a e - � a � ' D Lr L S W E H P:Column Load = 0.9080 2.420 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plan 40A,40B,406 7140 SW Queen Lane Engineer: DMH Project ID: 1149 l Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com kj r*- k " 3 -s ` h "',`a�.iki x Q JAN 201 AM Prete 14 5 118 �7 ., ' '; " x `� �w `x V K "�' t 1 E- tls �Ue*P1 E C�1 1 " %.,,v,•-..',' i4, i,--",11..#'� .�6:'1971g18 .,-', Lic.# KW-06016523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space .,.4..w. :r, Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8627 Soil Bearing 1.294 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1779 Z Flexure(+X) 0.6202 k-ft 3.486 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 Z Flexure(-X) 0.6202 k-ft 3.486 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 X Flexure(+Z) 0.6202 k-ft 3.486 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 X Flexure(-Z) 0.6202 k-ft 3.486 k-ft +1.20D40.50Lr+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 r-4 ie e,8tiits .rdR Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio !firY Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning 5411:010):: .,.` `..13 5 ',7 F 261120 All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding .-Footing,Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? 102 in"2 102 k-ft X-X,+1.40D+1.60H 0.1589 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.40D+1.60H 0.1589 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6202 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6202 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6202 +Z Bottom 0.1728 Min Temp% 0.240 3.486 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+1.60Lr+0.50L+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1362 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1362 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+1.605+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.605+0.50W+1.60H 0.1362 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1362 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+W+0.90H 0.1022 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+W+0.90H 0.1022 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+E+0.90H 0.1022 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+E+0.90H 0.1022 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.40D+1.60H 0.1589 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK C�� 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 dermis@vistastructural.com _,r.-' Pr ted 14 JAN 2015,1:18AM 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 I. Beaverton,OR 97008 Project Descr. Tuckunder plans _, (971)645-0901 dermis@vistastructural.com Rintect 14 JAN 2015,�t1 18AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footings in crawl space 1'O0ti4fi$7Cure s � v� ,- '�, ,z i:+ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi Mn Status k-ft Side? Bot or Top? inA2 in"2 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,+1.200+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+1.605+0.50W+1.60H 0.1362 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.200+1.605+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 01022 +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 I 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 +1.200+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 +1.200+1.60L+0.50S+1.60H 12.402 psi 12.402 psi 12.402 psi 12.402 psi 12.402 psi 82.158 psi 0.1509 OK +1.200+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 +1.200+0.50L+1.60S+1.60H 5.748 psi 5.748 psi 5.748 psi 5.748 psi 5.748 psi 82.158 psi 0.06996 OK +1.20D+1.60S+0.50W+1.60H 2.723 psi 2.723 psi 2.723 psi 2.723 psi 2.723 psi 82.158 psi 0.03315 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.748 psi 5.748 psi 5.748 psi 5.748 psi 5.748 psi 82.158 psi 0.06996 OK +1.20D+0.50L+0.50S+W+1.60H 5.748 psi 5.748 psi 5.748 psi 5.748 psi 5.748 psi 82.158 psi 0.06996 OK +1.20D+0.50L+0.20S+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 ?.043 psi 2.043 psi 2.043 psi 2.043 psi 2.043 psi 82.158 psi 0.02486 OK unching Shear t9 . , ; ' F 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 +1.200+0.50Lr+1.60L+1.60H 46.915 psi 164.317 psi 0.2855 OK +1.200+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 +1.200+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 +1.200+1.605+0.50W+1.60H 10.303 psi 164.317psi 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+0.20S+E+1.60H 21.744 psi 164.317 psi 0.1323 OK +0.90D+W+0.90H 7.727 psi 164.317 psi 0.04703 OK +0.90D+E+0.90H 7.727 psi 164.317 psi 0.04703 OK Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dermis@vistastructural.com 1*o) Ported 14 JAN 2015, 1:18AM Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing at shear wall line 3,adjacent to garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties AnalysislDesign Settings Pc: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 Min Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear 0.75 Min.Sliding Safety Factor 1 :1 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 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 Mowed Bearing Pressure 10 ksf (A value of zero implies no Omit) 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 ftSq.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 inA2 Total Footing Length = 23.50 ft g Top Bars 3 4 0.60 0.0 inA2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.0 inA2 Rebar Center to Concrete Edge Top = 3 in Bars RighttoofCol#2 inA2 @ Bottom Bars 5.0 4 1.0 0.0 in 2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 Applied @ Left Column D Lr L S W E H Axial Load Downward = -5.681 k Moment(+CW) = k-ft Shear(+X) = 1.015 k Applied @ Right Column Axial Load Downward = 5.681 k Moment(+CW) = k-ft Shear(+X) = 1.015 k Overburden = 0.150 - Z.3'-6" Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D l'Itsoto)4 7140 QEngineer: DMH Project ID: 1149 BeavertonSW ,ORueen 97008Lane Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Printed 14 JAN 2)15, 1:18AM c �fit '& 11:. -..... =! ,4 .�,. 04' VWAPt;8 - tic.#:14-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing at shear wall line 3,adjacent to garage DESIGNSLJ,MAA tY .. ... . "F . � g, , 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 gjarAie-E5NSZZFNT'7 MOM Eccentricity Actual Soil Bearing Stress Actual 1 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 �t}n y c, , xitzi ,.z✓ _ ,.:. .,<.t tirffw 'b,.._ . , U , '60i.- .. x.20 ,.,�,�„''. 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 t. � (971)645-0901 ' "' dennis@vistastructural.com ^�.,.,„.:.—^',- Minted 14 JAN 2015, 1:18AM Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing at shear waft 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 fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead bad? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 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 farce) 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 Allowed Bearing Pressure 10 ksf (A value of zero impies no Emit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) -rill _ " i - " a l ". Distance Left of Column#1 = 1.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 8.50 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 13.50 ft Height = in Bottom Bars 3 4 0.60 0.0 inA2 Total Footing Length = 23.0 ft Top Bars 3 4 0.60 0.0 inA2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 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 — _ r I Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D ,‘,,,,.4 J)7140 SW Queen Lane Engineer: DMH Project ID: 1149 , 4 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com . : q. Printed 14 JAN 2615 1 18AM ,3,0,&,... -N-,-'44!-,:::::/(7, , u�a k , q r � Al 3i,>�e a`ct fii . ""'64,"1!;„.!,=.,,Z.:"..44/40K,n .�`. .� . 1 �m t;a'1*etr.i . - 4i : .�'''`,"*Y- L k : '.+ -.03820t.�43130_ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Footing at shear wall fine 3,adjacent to garage(NOTE:IGNORE SLIDING-FOOTING TERMINATES AT BOTH ENDS INTO A BACKFILLED WALL) t a atGNt1MilYyz' 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 FNi ii ski h r mei WT: Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio 1:07:e07-00W01765:0711 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 i; Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 BeavertonOR 97008 Project Descr. Tuckunder plans _- (971)645-0901 dennis@vistastructural.com -. Printer/14 JAN 2015,1:18AM Lic.#:KW-06010523Licensee: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) 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. 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 = 216.0 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 = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK ib/FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,051.8 Allowable 3,000 psf Moment....Actual ft-1= 2,396.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,554 psf Moment.....Allowable ft-l= 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 Concrete Data less 100%Friction Force = - 898.0 lbsf d = 0.0 lbs OK Fc psi= 3,000.0 Added Force Req'd y psi= 40,000.0 ....for 1.5:1 Stability = 65.9 lbs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 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@vistasfructural.com Pmlect 14 JAN 2015 1:18AM T'il �� a 411 i`fY ✓.x KykC 9 Y"`'(5 3 ' / ix'.5 1. '..,D`..Be 0 23 : eY`.:'M c. 3' '�- w fir." . ''"" '..< ..... `9d ',,,a,,' _'',�8 •.3 r,+r A P4:_ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Footing Dimensions&Strengths Footing Design Results Toe Width = 0.58 ft � Heel Heel Width = 2.75 Factored Pressure = 3,554 0 psf Total Footing Width = 3.33 Mu':Upward = 554 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 48 1,901 ft-lb Key Width = 12.00 in Mu: Design = 506 1,901 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 1.69 20.28 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd f c = 3,000 josi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018Other 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. 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@vistasfructural.com H bted.14 JAN 2015, 1:18AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:6'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11,ACI 530-11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pct Lateral soil pressure options: Soil Density,Toe = 0.00 pct NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 Of 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 = 2.05 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-1= 1,618.4 Sot 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 Shear Allowable 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= 16.00 Lap splice if below in= 6.00 Lateral Sliding Force = 659.5 lbs less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 659.0 lbs Concrete Data d = 0.0 lbs OK Fo psi= 3,000.0 Added Force Req'd y psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 kiteeo,40) Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com JAN s y rWi y eF $ ,iti r eaE4 X4149e6 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,L C 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 Distance from Toe = 2.00 Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING._.. RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 655.4 2.21 1,447.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 1.33 366.7 Added Lateral Load = *Axial Live Load on Stem = 715.0 1.33 953.3 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions = Total = 659.5 O.T.M. = 1,503.7 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 2.05 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,589.2 lbs Vert.Component = Total= 1,874.2 lbs R.M.= 3,086.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D is 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Project Descr. Tuckunder plans „, Beaverton,OR 97008 .• (971)645-0901 dermis@vistastructural.com ,,..:..M Pim 14JAN 2015,1 18A 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 psffft 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 psffft 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 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent FootingLoad = 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 Wail 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 PressureToe = 1,757 psf OK fb/FB+fa/Fa = 0.182 Soil Pressure @ Heel = 179 psf OK Total Force @ Section lbs= 355.8 Allowable = 2,000 psf Moment....Actual ft-I= 448.2 Soil Pressure Less Than Allowable Moment Allowable ft-I= 2,465.0 ACI Factored @ Toe = 2,368 psf Shear Actual psi= 4.7 ACI Factored @ Heel = 241 psf Footing Shear @ Toe = 1.4 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 Lap splice if below in= 6.00 Lateral Sliding Force = 315.7 lbs Hook embed into footing in= 6.00 less 100%Passive Force = - 65.6 lbs less 100%Friction Force = - 425.8 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 l j, 7140 SW Queen Lane Engineer: DMH Project ID: 1149 .- Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com .. _ Pr,ted:14 JAN 2015, 1:18AM ;9.,' ''` 4." IN otls lUenn ? 419,4,4 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 ftTj_ 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 Key Width = 12.00 in Mu: Design 257 207 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 1.40 6.38 psi KeyDistanceepth from Toe = 2.00 ft Allow 1-Way Shear82.16 82.16 psi Toe Reinforcing = None Spec'd Pc = 3,000 josi 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 ResistinglOvertuming 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 * sncsltpsuecaultn.for overturning resistance,but is included or oiresrcarcaion Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans 4 . (971)645-0901 dennis@vistastructural.com Pried 14 JAN 2115,1:16AM tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:4'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318-11,ACI 530.11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7.10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 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 = 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 Axial Dead Load = 275.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Back 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 = 1.65 OK Wall Material Above"HY = 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 Soil Pressure @ Toe = 2,256psf OK Design n Data =@ fb/FB+falFa0.275 Soil Pressure Heel = 0 psf OK Allowable = 3,000 psf Total Force @ Section lbs= 451.8 Sod Pressure Less Than Allowable Moment....Actual ft-I= 678.6 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 Added Force Req'd = 50.0 lbs NG fc psi= 3,000.0 Fy 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 (44,,,,,, ) I Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer. DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 dennis@vistastructural.com Printed 14 JAN 2015, 1:18AM a E z e `� x k s a ivs:* wlmstDOr:Up1E^"11t�114149.ec6 {� ,�1�< ► ` ' r o a 3D '14t. $ 4 ���. �.�„� ��.� ate,, «.. ,, �a'; °,,,,�� , � �a ...,�' �K,M, ��,�,, „� -..� ��°J '�C�'`:.I `A7;'814 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 To eel 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 = 12.00 in Mu: Design = 326 207 ft-lb Key Key Widthth = 2.00 in Actual 1-Way Shear = 1.81 6.38 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear82.16 82.16 psi Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S`Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 411.7 O.T.M. = 784.1 Footing Weight = 225.0 1.00 225.0 Resisting/Overtuming 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. E Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D I \ 7140 SW Queen Lane Engineer. DMH Project ID: 1149 '4,,,, Beaverton,OR 97008 Project Descr. Tuckunder plans , (971)645-0901 dennis@vistastructural.com Pri ted 14 JAN 2015,1:18AM .47.,..7.,r74,4:.1-731-""'':77,,4777K1`. Lic.#:KW-06010523 RLicensee:Vista Structural Engineering,LLC Description: Plan 40:7 retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318-11,ACI 530-11,BC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 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 pressure12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load 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 = 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 ata Soil Pressure @ Toe = 1,397 psf OK Dfb%FB nDfalFa = 0.034 Soil Pressure @ Heel = 696 psf OK Total Force @ Section lbs= 99.8 Allowable = 3,000 psf Moment....Actual ft-I= 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 @ 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 = 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 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 (971)645-0901 dermis@vistastructural.com ..., Printed 14 JAN 2115, 1:16AM Iiiii 11 ci! "- �'1iII w * 1111: r F , 3 , , 1 i3C.�DtdE > A9 .,,., ,.. 9.. .. . ,: i , ?e' . �fia5 * , x 4..,,,. m a.aa t'- 'p a d''4 " i41''''' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:2'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,963 978 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Key Width = 12.00 in Mu: Design = 83 19 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = 24.0 1.95 46.8 *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 112.2 O.T.M. = 131.1 Footing Weight = 150.0 0.67 100.0 Resisting/Overturning 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 10, (971)645-0901 dermis@vistastructural.com ,y",.......---,.'" Pr,ted 14 JAN 8115,1:18AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 40:2'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11,ACI 530.11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7.10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pct NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.70 OK Wall Material Above"Hr = Concrete Sliding = 1.96 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. = 0.49 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,239 psf OK fb/FB+fa/Fa = 0.022 Soil Pressure @ Heel = 854 psf OK Total Force @ Section lbs= 75.8 Allowable = 2,000 psf Moment....Actual ft-I= 53.9 Sol Pressure Less Than Allowable ACI Factored @ Toe = 1,741 psf Moment Allowable ftI= 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 Added Force Req'd = 0.0 lbs OK fc psi= 0,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 7140 SW Queen Lane Engineer: DMH Project ID: 1149 Beaverton,OR 97008 Project Descr. Tuckunder plans (971)645-0901 - dennis@vistastructural.com _,...`:.:..:...:...... Prided 14 JAN Z15, 1:18AM iil i&ii i iii ,s t i `� ��k �a ' 'fir W 4 SC[S P 14,ECEi a:a• >„,,,, : .: ° ,,„,.:.._. N. ,s.� i,.. �,.n,,,,si , 44, �,;' 4: -`-INO ' , 7el4,4` 9t3;, 6.`4..11 .v,.. Lic,#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Plan 40:2'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft T4� 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 Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 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 S5 = 0.956 g, Fa= 1.118 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 << 0.10 S1 = 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 Si 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): Sol = % SM1 = % x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] T = 16 seconds Figure 11.4-1: Design Response Spectrum T<T,,S„=8„s(0As0.+6T/T„) a.'a712 To S`T`S T, =Sus } Tit<TST,A=6,17 S } ' } T>T1:8.`8,,,11/1' To } ! y 3 i a ! } !1 ; y N t 1 f 7 k ! t } } f f Pews d,r(sec) 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, ;a.1. -- m ! 1 1 t t t Tow* 4. 444 Petiottr( ) 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 Fp,,, 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, FPW= 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] CR, = 0.871 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sos I or iI III IV SDS< 0.167g A A A 0.167g 5 Sos< 0.33g B B C 0.33g <_ Sin< 0.50g C C D 0.50g <_ Sps D D D For Risk Category = I and SD, = 0.712 g,Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sm. I or II III IV SDI < 0.067g A A A 0.067g 5 S„ < 0.133g B B C 0.133g <_S,1 < 0.20g C C D 0.20g <_ Spl D D D For Risk Category =I and 5D1 = 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 N, 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.Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4.Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5.Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf Plan 40,Tuckunder Vista Structural Engineering,LLC 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 SEISMIC CALCULATIONS(PER ASCE7) #OF STORIES 2 Ta 0.2 (=0.1 x#STORIES) Ss 0.956 S1 .0.425 Choose A-E(Where the soil properties are not known in sufficient detail to determine the site SOIL SITE CLASS: D class,site D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site Fa1411 F 1.575 SMS 1;069 (=FaS,) Is 1 0 (Importance Factor) SM+ 0 669 (=F„S1) R 8.5 (Response Modification Factor) SDS D1 (Seismic Design Class) SDs 0,T12 (=2/3xSMs) SDI 0446 pyqg.,_._e. . . (=2/3XSD1) Ca 0110 V 3433 v lbs (=Ca x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 15'rpsf 2ND FLOOR DEAD LOAD 10 psf FIRST FLOOR DEAD LOAD 10 psf AREA(ft2) WEIGHT(lbs) HEIGHT(ft) W h.k Cys Fs(lbs) 2ND FLOOR944 18680:; 18.5 349280 73 7% 2530 1ST FLOOR 1246 5,,, 1248 ; k=1.0 TOTAL WEIGHT „- 3134 ; Fx C,xV Vista Structural Engineering,LLC Plan 40,Tuckunder 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 WIND CALCULATIONS(PER ASCE71 Based on 95 mph 3-second gust Mean roof height,h(ft) 25 WIND PRESSURES Least horizontal dimension(ft) 36 " ZONE A 19.0 psf a(ft) P B L ME5� ZONE B ' 5 7 psf 2a(ft) , 4:7 ,2. ,�ez ; .s:ZONE C 12 6 psf Roof Pitch7 112 ZONE D 3 2 psf Roof Angle . WIND LATERAL FORCES ON SIDE ELEVATIONS APPLICABLE AREAS FORCE LABEL ZONE A ZONE B ZONE C ZONE D FORCE(lbs) PSA 0 77 0 0 P55 kggigilirEag0 76 253 "!.*76-071,10.: SECOND FLOOR PFB FIRST FLOOR WIND LATERAL FORCES ON FRONT/BACK ELEVATIONS APPLICABLE AREAS FORCE LABEL ZONE A ZONE B ZONE C ZONE D FORCE abs) SECOND FLOOR Psi 49' 0 57IIMPERMPAT,0119,HR , x� Ps4 49 '0 57 0 ,� `1#4 �''' PF3 28 „0 19jiiRNIMPARIRIMMIkk,gfitlittga4 PF4 28 0 19 0 e x771 FIRST FLOOR Vista Structural Engineering,LLC Plan 40,Tuckunder 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 RESULTANT(GOVERNING) LATERAL FORCES SIDE ELEVATIONS FRONT/BACK ELEVATIONS FORCE LABEL FORCE(tbs) FORCE LABEL FORCE(lbs) PSA 1240= Psi 1649 Pse 1767= Ps4 ''1849 SECOND FLOOR SECOND FLOOR PF3 ;1122 PFB 1122 PF4 1122 FIRST FLOOR FIRST FLOOR \\ &Sa:. 7--10 &vUG S9 4a'Pj1 ufr,6 °1/1-c44 ) ( 1�1Np J 4cs(hers: \ „Lob' e - 6 c ..r 1 kcrib 4iij \tif)41'e 1571/0 r 0 1 k� (C ' / 0 4_ ..: ('C� TOP OF 1 % PLATE 4(I(?' --- -- I ..... 7 1:=1. kifr P 2e2 1 -- _— _2ND FIN. Est �I FLOOR r,/-. kiiile.-- — 440 ,bs61;<19<Are( I ..._ 11.11.111E ,,-_-:::.,.:.. --- ,.........,,._ -�; _ ___. ,_ .,..._____„, .._,....- 0 ... ....••• •• .� ... c...... ....__._ _.._._.._ lim 1._ _ � BSMT FIN. , it ._,I IL_: 1 TOR . t,3 ,u. Plan 40D REAR ELEVATION 1/8" = 1'-0" Q is.1 �,,y` V l0,(0 121 f INii, c� 11IZ 1 414?([ 12F Iii.,mmin ���M111111111 . � r- - ( S gi1L � �� ---9C -I-Z. -71-r-24-----"' , _:O►-am. GsE�1 �.. = Nil e ..jR - p ---e-'-'(- �tu- -- •• � '".106,440=- i = ISI FLOOR 1 1 Plan 40D FRONT ELEVATION 114 .i•-p Ej T St (Psp) .. = 17P -- ?..-10 cif/0X%fi1v ��oD 0i/J1) <5, Eri Ia 4 1o0ttf'r Q t•2.z 1:::1 T----1 \ ,/ E. MI Ik2/L1 1 . -,ci ger i , iz viii A hi, , ...:, t...*pr ,-,z-442-. -cwifil .�l I1!LIIEa ....4111 ‘. I�n1 _l .4,441 Th( 4(4 ,IiVer A : . j. -__� ^ �/ ._ rcaI i_ 1=15,,,;21:7.,.:___ _ r w.-= 1,uirc.11 ''' -in - ,...... iik\(L< ., •• • Mme..-. ...- Friiin .I II N.V. ._ __ _ � � ....- -:.... 1 11 ... � _ ___ ___ _ ....... ... . ........ 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' : ; ' : i ' ; : . : : -.- .1. �: -l -r x-- . _. .._2 ° . ._ .7'6.7 P : --: •.:-H --; :- ,22-_. .4,60H : : i.14i/fr , : -. : : 1 : : ; - :- -:-- •,--. - -I :... .... ..... • 5-t .f { a� s►�.1s50.I.._-L _ ..._Ft_ - " ..5.P4-ctil6: s!--- i q_63_•.._.... a'ti*.ei,s,.i. ....i____.: ..__1./..7.r__57/ ! ! . PROJ: DATE PROJ# jNCI (444,----11211:00)1visTA - STRUCTURAL - ENGR: ER1G1NEERENG ,F LLC C- LCu-f . 7'P P.- 5:174-1 cE.....R. 0- I D. ._ „ ; 8 i i ; • : j • L - • I/v • • Force Transfer Method Job: Plan 40A,B,D 8 8 7 B Client: Polygon Northwest Company a •►. 1 Area of house: Line 2,2nd floor WINO/SEISMIC FORCE Lateral Force ,2248# Wind Force(1)or Seismic Force(2): 1; A 0 P Maximum H/W Pier ratio: 5':1 Overall Wall Height 8ft Overall Wall Width 22i ft Height 1-2 1',ft Height 2-3 3.5;ft Height 3-4 .3:51 ft Length 5-6 • '41 ft Length 6-7 6 ft FORCE Length 7-8 12:L TRANSFER WIN•• /DOOR WINDOWIDOOR Vertical reactions at bottom corners: vr s�7$17 OPENING OPENING G Shear at bottom of panel: 103` ,11 ArlO WAL 'PIERSO B&G Horizontal: v= pp,146' D&E Vertical: v= 181e7#!ft Forces at points 2-6,2-7,3-6 and 3-7: 110,90# I Forces zero out at points 2-5&2-8: v2.5 M 24= uft 72 5#/ft vzat"za= a 9tti,#ftt '' 0 E H ��........._�,._ � . ate A&C Horizontal: v= t, .30:0 F&H Horizontal: v= is:'-49J t Vertical Force©Point 2-6: F= a r50 _... 4 Vertical Force al Point 3-6: F= . - ;i, ° UPLIFTICOMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= .109 � FORCE FORCE Strap required for horizontal force transfer. SSimpson CCS'18z -. End length required: Iti 1.Inches Sufficient Panel Length for required end length? f ,YES ,,,,„,,., Hold-down required at points 4-5 and 4 8 on new foundation: ,Simpson lD I I _ : � 5 x r �.xK Hold-down required at points 4-5 and 4-8 on existing foundation: 518-inch tt 00.40 d.°a1 3 iI IS, 1 ut l orUt 540At Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CB ±NItb lr h i lift tks R �� y Number of 16d nails required©16”o.c.at bottom plate for shears Es 2'. Force Transfer Method Job: Plan 40A,B,ID 5 6 7 8 Client: Polygon Northwest Company 1 Area of house: Line 5,2nd floor WIND/SEISMIC Lateral Force 4573# FORCE Wind Force(1)or Seismic Force(2): 1. Maximum H/W Pier ratio: A D F Overall Wall Height 8 ft Overall Wall Width 22 ft Height 1-2 5.5;ft2 -------- Height 2-3 2.5'ft Height 3-4 • ..0 ft Length 5-6 3.75 ft Length 6-7 • 2''ft FORCE Length 7-8 16,25 ft TRANSFER Vertical reactions at bottom corners: 1663# 8WINDOW/DOOR WINDOW/DOOR G Shear at bottom of panel: 208#/ft OPENING OPENING WIDTHS OK HEIGHTS 0K HIWRATICO OFWALLRIERS OK .. ,. B&G Horizontal: v= ' 228 7;`,#/ft D&E Vertical: v 302.3;#/ft Forces at points 2-6,2-7,3-6 and 3-7: ;;605.;# Forces zero out at points 2-5&2-8: { 1/24102-6= let 5”.1141ft C E H A&C Horizontal: v= 6,7•.4;#/ft F&H Horizontal: a-191 4'#/ft Vertical Force @ Point 2-6: F= -2094# 4 Vertical Force©Point 3-6: F= -2605#- UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= "605# FORCE FORCE Strap required for horizontal force transfer: Simpson CS22 End length required: 7 inches ' Sufficient Panel Length for required end length? YES '' Hold-down required at points 4-5 and 4-8 on new foundation: .Simpson,HOU2-S7 S2,5vv1 SSTS24•' Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threadi d rod,embedded,10 inches.W/'Slinpson HDUS-SDS2 5 Floor-to-Floor strap required at points 4-5 and 4-8: 'Simpson CS16 With 13 Inch etid length ',..6.,?....,,,',.:,. Number of 16d nails required(16"o.c.at bottom plate for shear: 4 Force Transfer Method Job: Plan 40A,B,D 6 6 7 6 Client: Polygon Northwest Company 1 Area of house: Line A,2nd floor WIND/SEISMIC FORCE Lateral Force 1969# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: Pte,345,:1 A 0 F Overall Wall Height 8'•ft i Overall Wall Width 15'ft I Height 1-2 1 ft 2 A Height 2-3 `-- 4 ft Height 3-4 3,ft Length 5-6 3'ft Length 6-7 2.5':ft FORCE Length 7-8 ':;9:5 L TRANSFER Vertical reactions at bottom corners: Malintil ,q` WINDOW/DOOR WINDOW/DOOR a Shear at bottom of panel: �—.44 OPENING OPENINGI. :' ' EIGHT . ti I. B&G Horizontal: v= f 5' , #/t D&E Vertical: v= ,262.5'#/ft a 3 Forces at points 2-6,2-7,3-6 and 3-7: tOT(1,1.0,Miaa I Forces zero out at points 2-5&2-8: 1 vz-Bk2-0= it 'at$66t CH vza ro 2a= 601 /ft...,. ._ A&C Horizontal: v= V , i 3 /ft F&H Horizontal: v0141.140.0riA Vertical Force©Point 2-6: F= rlt.,10140,gpq 4 Vertical Force©Point 3-6: F= 13t 4831#, - UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= wit***cm FORCE FORCE Strap required for horizontal force transfer. Si rson XW522 .. End length required: :k €i Inches Sufficient Panel Length for required end length? f'YE fr Hold-down required at points 4-5 and 4-8 on new foundation: SimpsonFH O24,0S26+„WI SSSTB2!1,,,„,; ,„4;, . x" 111 R I,t,. Hold-down required at points 4-5 and 4-8 on existing foundation: ,5/8-inch threade 3 ed embeddli tufg es,WI 1 son JID 5'5052.5 Floor-to-Floor strap required at points 4-5 and 4-8: ,Simpson CSI With 114c1„l;C gt `ilF;, ,x„?„';`y„ ;;n Number of 16d nails required @ 16”o.c.at bottom plate for shear 3 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company „s__-___a„ 1 Area of house: Line B,2nd floor WIND/SEISMIC FORCE Lateral Force -.,....1969-# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: '.:.3.5':1 O F Overall Wall Height 8 ft Overall Wall Width ....19 ft Height 1-2 I 1 ft 2 ----- Height 2-3 5 ft Height 3-4 2ft \ / \ / Length 5-6 3.5'ft Length 6-7 41 ft FORCE Length 7-8 11-.5 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 0z0# $TRAP 8 G OPENING OPENING Shear at bottom of panel: 104:#/ft GV DThS OK_,•, HEIGH,7$OK,,, ::R H/W RATIO F WALL PIE S'OK B&G Horizontal: v= ',- -:,;:,',4,.,...:-,...',.:',,,,,':1 .3,•#/ft '. D&E Vertical: v= 6 4#/ft 3 _-Forces at points 2-6,2-7,3-6 and 3-7: -',.:::'..--,,:;'1•105-!# .:•.:.:-'..-•, Forces zero out at points 2-5&2-8: V24 to 24= ''315 5#/ft••:'' ': V2.7W = 961.:#/ft C - E H A&C Horizontal: v= 184 6.;#/ft` F&H Horizontal: v= '-351'ik%ft. Vertical Force©Point 2-6: F= -92# 4 Vertical Force©Point 3-6: F= ,;,-746.# UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= ,1105,4 FORCE FORCE Strap required for horizontal force transfer: 'Simpson;0518 End length required: c: 11:inches•` Sufficient Panel Length for required end length? ,„YES, Hold-down required at points 4-5 and 4-8 on new foundation: Simpsort'HOU2.$0..A .5)WI 4 Ti0.24 s _ r,,,, _„. Hold-down required at points 4-5 and 4-8 on existing foundation: ;5/8-inch threaded rod ernihedded'10 it hoS_WI Simpson;l DU5-SDS2 5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 with 7 Itltend length Number of 16d nails required©16”o.c.at bottom plate for shear: • 2 Force Transfer Method Job: Plan 40A,B,D 5 a 7 B Client: Polygon Northwest Company ,e a,, 4 Area of house: Line 1,1st floor WIND/SEISMIC FORCE Lateral Force 1931+# Wind Force(1)or Seismic Force(2): 1 D F Maximum H/W Pier ratio: .5:1 Overall Wall Height 10"ft Overall Wall Width .-.:`.:: 22:ft ...__.............. Height 1-2 2 ft 2 �—W-- ^_...rW-W Height 2-3 RMg!W5 ft Height 3-4 3 ft Length 5-6 Oft Length 6-7 6i ft FORCE Length 7-8 12 ft TRANSFERW{Nr• !DOOR WINDOWIDOOR Vertical reactions at bottom corners: '8t~ '# Shear at bottom of panel: faltatc#/ft OPENING OPENING EIG ioss I RSEOI B&G Horizontal: v= MA' D&E Vertical: v= fil175 `#ift t 3 Forces at points 2-6,2-7,3-6 and 3-7: „- 1053 U rF Forces zero out at points 2-5&2-8: I 1 v22 = fra,,263.3#/ft e i 1 V2-7 co z-0= 87.8 /ff G i E H A&C Horizontal: v= g$1104904MO F&H Horizontal: v= gw4di41WW5w, 1 Vertical Force @ Point 2-6: F= 4P7117;00 Vertical Force(t1 Point 3-6: F= tiO 8#' 4 ., UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= '-1053=f FORCE FORCE Strap required for horizontal force transfer: Simpson CSI8 End length required: , inches ,11kr Sufficient Panel Length for required end length? iYES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson.H D_2,r,inTB2 ''.°"f '�` .` ', ;f Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch,threade d e bedded 18 Inc wvliStf soh'HDU5,SDS 5 Floor-to-Floor strap required at points 4-5 and 4-8: :Simpson CS2b ith 9-ln It 4 l M12.111111111.1169 Number of 16d nails required(4116"o.c.at bottom plate for shear; ' Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 3012# vntvzt.wlulat, Number of Panels in Shear Wall Line 1 sE1SstIICXVING,,., Wind Force(1)or Seismic Force(2): 1 , %'" ' a r FY °! Maximum HNV Pier ratio: 3,5:1 f f 0 A SOS , 733,, SHEATHING REWIREDBY maim +oi i Overall Wall Height ? 10 ft ',0I �r /: Minimum Allowable Panel Width 133'7143 ft 0/00071d0:0, ���!�!♦ .�" Total Panel Width in Shear Wali Line 8.5.ft j�/ 1�i%f" Aspect Ratio OK? V05° ii�i Uniform Wall Self Weight 3 j 0#/ft i r Panel Shear 35.'#1ft a% Total Length of Shear Wall Line 6,50 ft u r� e 1 ;u Required bottom plate size 3oftom Plate" �� Required sheathing „, .118,4nal pAii2atad w/80 ,,8$12 -` __ Hatay aTgAP REGUEtE0 P. Panel Width 8,50 ft nEs�ruup�haattcxatEl �� Panel 1 Roof&Floor Dead Load 0#!ft Mo 311120:ft-# 11 M, 317 ft-# Tension force: 3506:# _N 40. 4.11 IKE4a A nNCHORMD HOLO.00WN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 Lateral Force 5396# i Pieta wenn vi Number of Panels in Shear Wall Line . Wind Force(1)or Seismic Force(2): i s 0,- 0 Maximum HJW Pier ratio: . x,51:1 t %.Ar 00. Stets ali[A7FfItX3 REgUtRBD ilY'C1E8Kil1 3%%%%%%/// %" ' Overall Wall Height 10ft yr Minimum Allowable Panel Width 14,401 ft ,oe. Total Panel Width in Shear Wall Line 8.5:ft Aspect Ratio OK7 a s. x00x Uniform Wall Self Weight �� #!ft Tonal Shear ii #/R +r Total Length of Shear Wall Line 9.5041 0 Required bottom plate size: iatiONWRIgl Required sheathing: ..totegta ! gdm Nao•vatwwarna+ReauRfsc Panel 1 Width ft BY DEst®N AFPUCABM Ill 1 Roof 8,Floor Dead Load 850:0#/ft Moft-# ,. Tension force: rtaiMi# .--- . "-- €`� x L o$ mai iii Z0 �, 44 AAA ..-^^»...^'^_ k* . a NNCHORJMH1 HOtO C V N n Force Transfer Method Job: Plan 40A,B,D 5 0 7 8 Client: Polygon Northwest Company 1 Area of house: Line 6,1st floor WIND/SEISMIC r Lateral Force FORCE 1042,5''.# Wind Force(1)or Seismic Force(2): .: .' '1 Maximum H/W Pier ratio: ;:I'',::'..'.','-'::•5':.-6'.,:1 A D F Overall Wall Height 10 ft Overall Wall Width 16 ft I Height 1-2 2 ft 2 ---- Height 2-3 6 ft Height 3-42;ft Length 5-8 .2.75 ft Length 6-7 10.5'ft FORCE Length 7-8 2.75 ft TRANSFER Vertical reactions at bottom corners: 552-# BTRA WINDOW/DOOR WINDOW/DOOR G Shear at bottom of panel: c''",'—,"—.65-;#/ft OPENING OPENING ;WIDTHS O HEIGHTS,OK HM RATIObf,WALL PIEo.S K _. B&G Horizontal: v= 189.5#/ft D&E Vertical: v= 162.9'#/ft ', 3 ..---- -------— Forces at points 2-8,2-7,3-6 and 3-7: •'•,,,y :,..,1710.:# Forces zero out at points 2-5&2-8: •v2-5 m 26= . 621 9'#/ft .;, v2.21024= .621 9#/ft_''',':.";.1 C E H A&C Horizontal: v= .`.432 44;#/ft ;, F&H Horizontal: v= 433 4','#/ft t I 1 I Vertical Force©Point 2-6: F= 539,; 4 Vertical Force©Point 3-6: F= -598# UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= !..:< :1-7,1q;;#,:'•:,„:• FORCE FORCE Strap required for horizontal force transfer: Simps'on,C514 End length required: .16 inches Sufficient Panel Length for required end length? :Y.ES: Hold-down required at points 4-5 and 4-8 on new foundation: Simpson,HOU2,;SDS24.vi1 SSTp24:' „., Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threader!rod ei)ibeddedx'10'Indhes w/Simpson,HDUS-SDS2 5 Floor-to-Floor strap required at points 4-5 and 4-8: SImpsori CS22.Witte 7 inoh'.etid 1&ft th - Number of 16d nails required©16"o.c.at bottom plate for shear, 2 Force Transfer Method Job: Plan 40A,B,D 5 8 7 8 Client: Polygon Northwest Company y i 1 Area of house: Line A,1st floor VYING/SEISMIC FORCE t Lateral Force 4243# i Wind Force(1)or Seismic Force(2): i''::1:',::,7:•1: i Maximum HIW Pier ratio: 11.110 5:1 A I D F .......................__. i Overall Wall Height 1:0 ft i Overall Wall Width 5 ft i Height 1-2 ZS' 2 Height 2-3 '3.5'ft Height 3-4 4 Length 5-6 ` ,.,.:5:5 ft Length 6-7 3!ft FORCE Length 7-8 6.5ft TRANSFER Weight of wall 12 psf S - WIN*v /DOOR WIN,a /DOOR 0 Dead toad on top of wall !; 275'#/fl OPENING OPENING Vertical reactions at bottom comers": BM 4# Shear at bottom of panel: 1 283 wootrcOidaiti OIC: x I.,',I, O P SS ' ' 11111 "A negative value denotes a downward force and,thus,no hold-down req'd 3 B&G Horizontal: v= irt` , D&E Vertical: v= , Ytit363 6#/t 8#/ft I Forces at points 2-6,2-7,3-6 and 3-7: c I rita.�# ( Forces zero out at points 2-5&2-8: C E H v2.5 to 2-0_ '",°« k.a rr' -g A&C Horizontal: v= " 364,8 F&H Horizontal: v= g„atiiit#X0IRM 4 Vertical Force(i Point 2-6: F= -8611 f " UPLIFT/COMPRESSION UPLIFTICOMPRESSION Vertical Force ii Point 3-6: F= a§ Oi8 f„, • FORCE FORCE Horizontal Force at top and bottom of windows= 1.` -62# ', Strap required for horizontal force transfer. Sim son'CS22 End length required: 7 inches Sufficient Panel Length for required end length? I tt .,S. z r , Hold-down required at points 4-5 and 4-8 on new foundation: ,Simpson HOU2 80S .5 i SSTTB `s`izi * mist m Hold-down required at points 4-5 and 4-8 on existing foundation: .518-inch threade d ro em dd k aches w/Sl ps2 l .U5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 witY 7-Inch end lengtKT M ,x MxWg Number of 16d nails required©18”o.c.at bottom plate for shear: 5 Force Transfer Method Job: Plan 40A,B,D 6 8 7 8 Client: Polygon Northwest Company v r i Area of house: Line B,1st floor WIND/SEISMIC It Lateral Force 4243# FORCE t t Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5::1 A I I) F t i Overall Wall Height 10 ft ! Overall Wall Width 19 ft I Height 1-2 1 ft 2 Height 2-3 4 ft Height 3-4 . 5ft Length 5-6 7.25 ft Length 6-71 ft FORCE Length 7-8 4.75 ft TRANSFER Weight of wall 12 psf g •, WINS MW(O�R WINDOW/DOOR G Dead load applied at top of wall 275#/ft OPENING OPENING Vertical reactions at bottom comers*: 8j5 9:# Shear at bottom of panel: �?23#/ft WIDTHS OK HEIGHTS OK, ..,: }/W FtAXIO OF WALL12IERS:i51<.,,.. "A negative value denotes a downward force and,thus,no hold-down req'd 3 B&G Horizontal: v= 4°?3536'#fft.' r D&E Vertical: v= x253;2#Ht . . I ' Forces at points 2-6,2-7,3-6 and 3-7: ,;1773#,- ` :. j 1 I t Forces zero out at points 2-5&2-8: t 1 H v2,1°24= '-244.5#/ft, C i E v2am2-e= ,373:2'#lft, A&C Horizontal: v= 598,1#1: F&H Horizontal: v= ,-7268#/ft „ 4 Vertical Force @ Point 2-6: F= :-3,45#Z,,-. UPLIFT/COMPRESSION UPLIFT/COMPRESSION Vertical Force©Point 3-6: F= -1758#„„y„ FORCE FORCE Horizontal Force at top and bottom of windows= ,-.-.,::',-,017,.73'.# Strap required for horizontal force transfer: Simpson CS22 End length required: ' "7 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2 5,*/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: `5/8-inch threaded rod embedde I1Olrtches qv/Simpso-ri(bU5*SOS2,6_ Floor-to-Floor strap required at points 4-5 and 4-8: Simpson`C622 with:'?Inch add length ,z „..,.. ,, Number of 16d nails required Of 16"o.c.at bottom plate for shear: 4 Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Lines A&B,Floor FDN Lateral Force 4730',# I Pnr+ELWare.* Number of Panels In Shear Well Line 1 —•w �� BEIaAICJMiND F�OFtf'R -�jysvi BNERTMNoEDEMONPanel Width .WO 7 ftrr ;r:»�,# Uniform Wall Self Weight '`5#/fl r Panel Sheer � f#+ft '�/ Total Length of Sheer Well Line B.00;ft ;� f% Required bottom plate size: '�" q „ r e Required sheattlY -I c' 1# iMOrsi 0 HOLD•Dov NETRi4P REQUIRED Panel 1 Width 9.00"ft BYAEasaN or .ICED.E} III Panel 1 Roof&Floor Dead Load „ M, 742ft-# V M, OiralirOgn4 4 Tension force: 5§+i# 'I t idraidgiAr � ,w F.,1627 a a10 I ilifig4a ammo EY MEM IIx Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 1,Floor FDN Lateral Force 3454'# r"r*44 ISTxI,� T Number of Panels in Shear Wall Line 1 BEISMKY MNO FGFM@- - ` j --+q Wind Force(1)or Seismic Force(2): 1 � '_r , 1/iii, /r Maximum HAN Pier ratio: 3 5;:1 f $eb :: 533. SHEATHING REQUIRED BY DESIGN 0"/ � v `, Overall Wall Height 9.25 ft ��� r +���i , Minimum Allowable Panel Width 2 6g2B57 ft 1V14, 14,'/. r Total Panel Width in Shear Well Line 4 ft f Aspect Ratio OK7 y3 0,/j ` Uniform Wall Self Weight B 75 f#ft f!/ Panel Shear • 04:1#/fl it Total Length of Shear Wall Line 4:00 ft i$ Required bottom plate size: (2)2x Btlltorrl;°pCatej ' d Required shealh7VV-inC,h APA43.10 4 Both Pa0,0**Sd,(l 3 1ti CW . - HGLD.DN STRAP REAMED Panel 1 Width 4.00 ft BY DESIGN Of APPLICASLE1 1111 Panel 1 Roof&Floor Dead Load 165.#/ft Mo31949 5:ft-# 3Kir 02ft-# I] Tension force: 7912?# EL 1L1r 1 :, ' ANCHOR ANONOt.00OWN ... REQUIRED BY DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor FDN PANEL Wenn sI Lateral Force 2030.# Number of Panels in Shear Wall Line '"'< ( ) 361aMICMNNO ,•«;1111 �.x -.; 1e ,�6;'1111 Wind Force(1)or Seismic Force(2): i' }/�j� Maximum H/W Pier ratio: 1° X3 :1 g Y`'�'• � SHEATHING REQUIRED EY DESIGN �. SDS Overall Wall Height 8B 25 ft Minimum Allowable Panel Width 000.5 ft Total Panel Width in Sheer Wall Line S 5ft , Aspect Ratio OK? a"lS$ Uniform Wall Self Weighta #lft Panel Shear Plus shear from panel above11%6 #/ft / i Total Panel Shear 0:=#/R + d Total Length of Shear Wall Line8,50.ft Required bottom plate size: ;; ©, oajtele 1101.0.00SYN STRAP REQUIRED SYDOW/Er APPLICABLE) Required sheathing. 91OPY? tafi ` Panel l Width 9:60..ft Panel 1 Roof&Floor Dead Load 0';#/ft a ticMr W31ft4 Tension force: 23 # ')..."-----77-1,11.7 .��__ Add Tension force from panel directly above: 3506# v: N Total tension force: 5593;# r Q .............1.1.1..0..._... ..................7111... .................. _.. KIWI MERIM ANCNORANOt#MADOWSt REQUIRED 6Y traorararatra Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor FDN Lateral Force 507.5# PANEL thYE7IIt w Number of Panels in Shear Wall Line 1' Wind Force(1)or Seismic Force(2): aNpFORCH- 1 .41..' , ,' ' Maximum H/W Pier ratio: ''.'-,',•;,''.'•:':::3•5:]:1 } Sys ,;0733: SHEATHING REGUTAED BY DEMON ,4 !J//}//',�,�I�i. Overall Well Height 9.25 ft 1' ry� ( ±�..'1:t Minimum Allowable Panel Width 2c642657;ft !►'� ! �S/ Total Panel Width in Shear Wall Line '9.5 ft i/�i,��i Aspect Ratio OK? .' u 01 i," " p YBS+ Uniform Wall Self Weight :%136,75=#/ft ;/�/ Panel Shear 53 !!// Plus shear from panel above ,Ogg#/ft , !!/ Total Panel Shear 4.4,5#/ft 0• • Total Length of Shear Wali Line 9.50 ft Required bottom plate size: A.4j 2x 1oNcm Plate'. HO.O,OOOWN STRAP REWIRED Required sheathing . 7/1&Inch APA Retell W/8d aYDESIGN kir APPLICABLE) 11 Panel 1 Width 9.50 ft Panel 1 Roof&Floor Dead Load 0;#/ft M. 4694 376 ft# M, 328;ft# Tension force: 460,# „.„ Add Tension force from panel directly above: 5643# 1--F—Firai Total tension force: 6103# 1 a. ANCHOR ANO NIX.O-0OWN REQUIRED aY DESIGN Vista Structural Engineering,LW 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 Prided:1 MAY 2018,11:58AM Lic.# KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi FG-PrII 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.0550 L 0.220 E . 4x8 4x8 Span=l.0ft Span=8.0ft . a � a ore... ., Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.040 ksf, Tributary Width=5.50 ft Design OK Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.314: 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 834.32 psi fv:Actual = 56.60 psi FB:Allowable = 994.50 psi Fv:Allowable = 180.00 psi Load Combination 4D+L+11 Load Combination 4-D°*L+H Location of maximum on span = 4.067ft Location of maximum on span = 1.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 867>=360 Max Upward Transient Deflection -0.042 in Ratio= 564>=360 Max Downward Total Deflection 0.138 in Ratio= 693>=240. Max Upward Total Deflection -0.053 in Ratio= 450>=240. Load Combination Max Stress Ram Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M Ib Fb V fv Pv +D4H 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 4041_41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.054 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 0.14 53.81 994.50 0.96 56.60 180.00 Length=8.0 ft 2 0.839 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 2.13 834.32 994.50 0.96 56.60 180.00 4D41 r4H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.050 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1243.13 0.19 11.32 225.00 Length=8.0 ft 2 0.134 0.050 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1243.13 0.19 11.32 225.00 +D+S4l 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1143.68 0.19 11.32 207.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2016,11:59AM -",.:"'"':'-4.4`',1 ` 04 a 1 4 N-tr it -, e 140* eoo 0 o w e s Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Pv 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 +0+0.750L1+0.7501+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 +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 +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-0.70E41 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+0.7501r+0.7501+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 i 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 159120 0.77 45.28 288.00 +D+0.750Lr+0.7501-0.450W+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 +1)+0.7501+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-0.450W+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 4528 288.00 +D+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 +3+0.750L+0.7505-0.5250E+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 4528 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 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 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 0.26 100.12 159120 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 ' a► 1 ari , , evoVoifi % 1 4 ,� is Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+1+H -0.0531 0.000 +D+L+H 2 0.1384 4.022 0.0000 0.000 :', ` 7 Re g gr Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MNGmum 1.392 1.083 Overall MINimum 0.167 0.130 +D+H 0.278 0.217 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 Bennis@vistastructural.com Printed 1 MAY 2016,11:59AM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Dedc support beam(worst case-18'x10'deck) • m Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+H 1.392 1.083 +D+t.r+H 0.278 0.217 +D+S+H 0278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +0+0.60W+11 0.278 0217 +D+0.70E+H 0.278 0.217 +D+0.750L1+0.750L+0.450W+H 1.114 0.866 +0+0.750L+0.750S+0.450W+H 1.114 0.866 +D+0.750L+0.750S+0.5250E+H 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 Printad:10 MAY 2016,2:27PM =ms s s e : � l1 z A ° a,x r. )i * Et CA 5006 .� ,; ,;; � .,-� ..:4,••••4„,-,,;.•;,,,,,, :„ Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS +f �R :ptR€Nra y fi s , 't� ,x s.,...,Ge,.,,...,fi;.u.c.e.3suwa�� A"`R a,....,...... .., Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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-torsional buckling Repetitive Member Stress Increase + * 0(0.06)L(0.24) + i D(0.012 L(0.04) i +(0.1)L(0.04) c,',..:3� arm� g4 t ,,ggi+ 4F x41.144`" 4�,. , , ,1'040,4 Rix„$ „ . ,fix �.;:. mo } �4t•.s»',,F-. ' rs`. t� `��m.r'a�`.�^ • • • • 2-2x8 2-2x8 i t i 1 Span=9.0ft Span=1.0ft •• A pJi d Co d i v ° '^ Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50->>6.50 ft, Tributary Width=6.0 ft Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 fl _D S1GN•SUMMA. RY .c__. _ __ --_-._-.- -.-- 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 = 1,055.70psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.777ft Location of maximum on span = 8.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio= 698>=360 Max Upward Transient Deflection -0.054 in Ratio= 446>=360 Max Downward Total Deflection 0.193 in Ratio= 558>=240. Max Upward Total Deflection -0.067 in Ratio= 356>=240. 3ATO �..4 c M hex, "tx"' .140.70 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 Fb V fv Fv +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 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 2.16 985.00 1055.70 0.70 48.11 180.00 Length=1.0 ft 2 0.011 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 0.03 11.41 1055.70 0.02 48.11 180.00 +4J+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 Print&10 MAY 2016,227PM ,, _ �< i 5a til .:1" 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 C r C m C t C L M fb Pb V fv F'v 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 40+5+1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1214.06 0.14 9.62 207.00 Length=1.0 ft 2 0.002 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1214.06 0.00 9.62 207.00 +0+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 +0+0.750L+0.7505+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 4040.60W41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +0-0.60W+H 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 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 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 2.28 1689.12 0.00 9.62 288.00 +D-0.70E+1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +0+0.750Lr+0.750L+0.450W41 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750Lr+0.750L-0.450W4I 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 +0+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 +0+0.750L+0.7505+0.5250E++1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 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-0.5250E41 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 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 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.600+0.70E+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 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."+Dell Location in Span 40441 1 0.1934 4.626 0.0000 0.000 2 0.0000 4.626 +0+L+H -0.0671 1.000 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com e Ported 10 MAY 2016 227PM .: %axis, x' h ;a , 4 Ao ".:71%;t 8 Lrc.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXrmum 0.622 0.778 Overall MINimum 0.075 0.093 +D+H 0.124 0.156 +04+H 0.622 0.778 +D+Lr+H 0.124 0.156 +O+S+H 0.124 0.156 +D+0.750Lr+0.750L+H 0.498 0.622 +D+0.750L+0.750S+H 0.498 0.622 +D+0.60W+H 0.124 0.156 +D+0.70E+H 0.124 0.156 +0+0.750Lr+0.750L+0.450W+H 0.498 0.622 +D+0.750L+0.750S+0.450W+H 0.498 0.622 +0+0.750L+0.750S+0.5250E4I 0.498 0.622 +0.60D+0.60W+0.60H 0.075 0.093 +0.60D+0.70E+0.60H 0.075 0.093 D Only 0.124 0.156 Lr Only L Only 0.498 0.622 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Prate t 10 MAY 3116,251PM a i S SAE - :.. .r.. _;, , Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS D,D ,`" 5 1 ��,,\‘,,---,'-•:.'-;..u fir,.« Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.015)L(0.06) f f i $ + $ + vao l • A 2-2x6 Span=11.670 ft $ Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 ft i - Desi.n OK Maximum Bending Stress Ratio = 0.88S 1 Maximum Shear Stress Ratio = 0.205 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,012.98psi fv:Actual = 36.88 psi FB:Allowable = 1,143.68 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.835ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 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 Tv F'v +.D+H 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.197 0.046 0.90 1.300 1.00 1.15 0.85 1.00 1.00 026 202.60 1029.31 0.08 7.38 162.00 +D+L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.886 0.205 1.00 1.300 1.00 1.15 0.85 1.00 1.00 1.28 1,012.98 1143.68 0.41 36.88 180.00 +04r41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.142 0.033 125 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1429.59 0.08 7.38 225.00 +1)+541 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.154 0.036 1.15 1.300 1.00 1.15 0.85 1.00 1.00 026 202.60 1315.23 0.08 7.38 207.00 +0+0.750Lr+0.750L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.567 0.131 1.25 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1429.59 0.32 29.50 225.00 +D+0.750L+0.750541 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.616 0.143 1.15 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 131523 0.32 29.50 207.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed 10 MAY 2016 2 51PM 1/ C- t't4 - ,�......�' .....,-^ "kN `. h � ftieCIt10 1 )0100VPWMRCA1ll15fIA < k �,x�.,�..,,,gy � �r ,t,,,,,,,,-,,,,,,',.., z,. �, � +��,jNt792?16� ircer'&� T�rLic.#: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 Ci Cr C m C t C L M lb Pb V iv Pv +D+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.70E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.70E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0,750Lr+0,750L-0.4501/./+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+0.450W+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-0.450W+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+0.7505+0.5250E4J 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S-0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0.60D+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 ,ter_, gc .zA Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Dell Location in Span +0+L+1-1 1 0.4730 5.878 0.0000 0.000 Vertical Reactiions ---.:,,,v,,,:,,,,,,,,,, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX1mum 0.438 0.438 Overall MINimum 0.053 0.053 +O+H 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 +0+0.750L+0.750S+H 0.350 0.350 +D+0.60W+H 0.088 0.088 +D+0.70E+H 0.088 0.088 +D+0.750Lr+0.750L+0.450W+H 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 PROJ: P)Pn G0 - K-- l ) - i °A 77 i� V I S T A PROJ#: /ire) 110 0 -- STRUCTURAL. - ENGR DMH ENGINEERINGt LLC ' * Y.5 1 . el . �J t 3 `ii CdM ss:, 41. = ' t : . — { F?:. � .. : , .. . .; .:.. ,. : . .1. :/ q: ; • i i • 1 a � � � ��-j.c .• �� _fir �� r. r .._..'. .. ..,t ,.c ....__ _ .....-. . 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