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�.h RECEIVED JUN 14 2017 Calculation PacketCaCITY OF TIGARD lc River Terrace - Tuckunder Plan 60 Tigard, Oregon March 6, 2017 Client : Polygon Northwest Company PR©pi, ON 44, S0 8603 OREGON 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: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 10 (971)645-0901 dennis@vistastructural.com "w ''"V ,,. Printed 20 JJAN 2015,10:46P M *.4 P , a/ Y { t✓ i J 'P.:49# 00119UYgA 51 ) -. d.' *n1 adoFA � „U $P6 AkYR.a ,u1 . . . tt . „ of pi140M 4':p+ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.405)L(027)S(0.675) • • + + + + + • • • x as ..... .:.� _ kyr- +` ,err Su'by • • • • • 2-2x10 A • • • • Span=5.0S 7 ®1!e(1aill M Wr r � �gi ' Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft rgtEtiblatiitiktiklaingniaingaitiara Desi•n OK Maximum Bending Stress Ratio = 0.857: 1 Maximum Shear Stress Ratio = 0.504: 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 976.26 psi fv:Actual = 104.37 psi FB:Allowable = 1,138.50psi 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 = 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 0.030 in Ratio= 1989 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.050 in Ratio= 1205 Max Upward Total Deflection 0.000 in Ratio= 0<240 •i I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.398 0.234 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 891.00 0.70 37.95 162.00 +1)+4_++1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.598 0.351 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.11 591.67 990.00 1.17 63.25 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.287 0.169 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1237.50 0.70 37.95 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.832 0.489 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.38 946.68 1138.50 1.87 101.20 207.00 +0+0.750L1+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.430 0.253 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.90 532.51 1237.50 1.05 56.93 225.00 +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=5.0 ft 1 0.857 0.504 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.48 976.26 1138.50 1.93 104.37 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 k,, dennis@vistastructural.com -.., Printed:20 JAN 2015,10:46PM � i i � l 5ii •43i J f _ �i� P SJ n111${W tPIERCri1111W '; Y . zfi ,tVigs .i ... I . .. r v," . ' +1EC -4019 04Bult14413.18V 6141118 Lic.#:KWn-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb 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=5.0 ft 1 0.224 0.132 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1584.00 0.70 37.95 288.00 +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=5.0 ft 1 0.224 0.132 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1584.00 0.70 37.95 288.00 +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=5.0 ft 1 0.336 0.198 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.90 532.51 1584.00 1.05 56.93 288.00 +0+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.616 0.362 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.48 976.26 1584.00 1.93 104.37 288.00 +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=5.0 ft 1 0.616 0.362 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.48 976.26 1584.00 1.93 104.37 288.00 +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=5.0 ft 1 0.134 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 213.00 1584.00 0.42 22.77 288.00 +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=5.0 ft 1 0.134 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 213.00 1584.00 0.42 22.77 288.00 Overall°Maximuiirflalectiona,. 1 ...� „ . Load Combination Span Max.-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0498 2.518 0.0000 0.000 VeltiCaI Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.784 2.784 Overall MINimum 0.608 0.608 +D+H 1.013 1.013 +O+L+H 1.688 1.688 +D+Lr+H 1.013 1.013 +3+5+{{ 2.700 2.700 +D+0.750Lr+0.750L+H 1.519 1.519 +O+0.750L+0.750S+FI 2.784 2.784 +D+0.60W+H 1.013 1.013 +0+0.70E+H 1.013 1.013 +D+0.750Lr+0.750L+0.450W+H 1.519 1.519 +D+0.750L+0.750S+0.450W+H 2.784 2.784 +D+0.750L+0.750S+0.5250E+H 2.784 2.784 +0.60D+0.60W+0.60H 0.608 0.608 +0.60D+0.70E+0.60H 0.608 0.608 DOnly 1.013 1.013 Lr Only L Only 0.675 0.675 S Only 1.688 1.688 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D / 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 , dennis@vistastructural.com :.: Printed:20 JAN sEE2015,1OA6PM l3Il lt3�umA M3t1tat a 3 yiMpgv x s. I t :7 .�4 gr 3 .,..-.4.. .4 :57 : 14"4 ataa. 4, wt Aram Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:header at front of master bath 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(0.405)L(0.27)S(0.675) • • • • • • • 2-2x6• • • • Span=3.0 ft W, Tiid.X sad5 s C t Service loads entered.Load Factors will be applied for calculation: SPP,. ..�,. .. . ...,.. ....��� ...,. T ,..f .. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft %" Desk n OK Maximum Bending Stress Ratio = 0.739: 1 Maximum Shear Stress Ratio = 0.514: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 994.09 psi fv:Actual = 106.42 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D-t0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.500ft 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 0.019 in Ratio= 1936 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 1173 Max Upward Total Deflection 0.000 in Ratio= 0<240 it ligi k s*es for 1 OgOrli irgii:a 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 lb Fb V fv Fv +0+1-1 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.343 0.239 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1053.00 0.43 38.70 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.515 0.358 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.76 602.48 1170.00 0.71 64.50 180.00 +D+Lr41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.247 0.172 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1462.50 0.43 38.70 225.00 +0+,S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.716 0.499 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.22 963.97 1345.50 1.14 103.20 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.371 0258 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.68 542.23 1462.50 0.64 58.05 225.00 +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=3.0 ft 1 0.739 0.514 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1345.50 1.17 106.42 207.00 Vista Structural Engineering,LLC 4i Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ii, (971)645-0901 Ni„,,, dennis@vistastructural.com Printed:20 JAN 2015,10:46PM ,iiii >.. ,..., f d-4 OCU 1 CA;1a1150 e6 .��ov©..d Beam. , :� .. � , rcr>d1s& 14i5ii0ris:1a1i1t814aa1s ' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:header at front of master bath Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M th Pb V fv Pv +D+0.60W+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.193 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1872.00 0.43 38.70 288.00 +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=3.0 ft 1 0.193 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1872.00 0.43 38.70 288.00 +D+0.750L1+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=3.0 ft 1 0.290 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 542.23 1872.00 0.64 58.05 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.531 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1872.00 1.17 106.42 288.00 +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=3.0 ft 1 0.531 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1872.00 1.17 106.42 288.00 +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=3.0 ft 1 0.116 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 216.89 1872.00 0.26 23.22 288.00 +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=3.0 ft 1 0.116 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 216.89 1872.00 0.26 23.22 288.00 Overall.Maximum eflections . Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 /erti alReactions Support notation:Far left is#1 Values in KIPS tis Load Combination Support 1 Support 2 Overall MAXimum 1.671 1.671 Overall MINimum 0.365 0.365 +D+H 0.608 0.608 +O+L+H 1.013 1.013 40+1.r-*I 0.608 0.608 +D+S+H 1.620 1.620 +D+0.750Lr+0.750L+H 0.911 0.911 +D+0.750L+0.750S+H 1.671 1.671 +0+0.60W41 0.608 0.608 +D+0.70E+H 0.608 0.608 #0+0.750 Lr+0.750 L+0.450 W+H 0.911 0.911 +D+0.750L+0.750S+0.450W+FI 1.671 1.671 +D+0.750L+0.750S+0.5250E+H 1.671 1.671 +0.60D+0.60W+0.60H 0.365 0.365 +0.60D+0.70E+0.60H 0.365 0.365 D Only 0.608 0.608 Lr Only L Only 0.405 0.405 S Only 1.013 1.013 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i 41 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com '" Printed:20 JAN 2015,10:46PM 1 # 4."ems ts 41 � e -40tli SDI't1rtJ E t�a� �.es6 ,,,*,,,1.We ..4,,,,,w-m- ,,-.0):' ,iri „ ,14.-.-di meati,AN.W ,�....ti &, :MANIC,, err <a „F, 1 twt1�,1 M .:. 44,- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house - mss % x S�qA`�y. Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top&Bottom Pinned Wood Grading!Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for Hort slender calculations) Exact Widthin Allow Stress Modification Factors Wood Species DouglasFir-Larch 5.50 Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 0.0 Fb-Tension 900.0 psi Fv 180.0 psi Area 24.750 inA2 Cf or Cv for Compression 0.0 p Ix 62.391 in"4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi Iy 41.766 in"4 Cm:Wet Use Factor 1.0 Fc-NI 1,350.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes(non gib only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 r,4ly, IL-o3t s 4'. 4 Service loads entered.Load Factors will be applied for calculation: Column self weight included:44.289 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft,D=3.30,L=2.20,S=5.50 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.0320 k/ft Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0.0 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla 0.0 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 0.0 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 0.0 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination 0.0 Cf or Cv:Size based factors 0.000 0.000 Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location A*1.:0,0 40, , w.. .. t Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base ©Top @ Base F„ �,XIi3,11t1E����% l`iialOtf117„fialS y..;� .'. � ,',ZIN;. Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 ,,,, * t 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) '-,.,$tit: , 1::' (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM 2, * - FBe C. 52r510enmatDOCti =1lENERCk4t1160 ec& VVOOVI'61111 t11t1 :,..... M., 5.f 4 z7 _. .E1dERCAtC;INC 1983-2014 t 4:6.14.79:*Ycr61411.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house Sketches r M.nc Loads — .".3 . ap g 3-2x6 pi' 4.50 in Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D l< 44: 1 Beaverton,OR 97008 7140 < 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) - (971)645-0901 ' dennis@vistastructural.com Printed:20 JAN 2015,10:48PM Qi -� . Z _ 3' � ia ; �'3 s sao4 r a , 113 a 3 ,49,,Saim,ag s i t �`„� v a „,F,, . i A: + 3: .9ti;I ,.' - Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above middle window above back of bonus room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PrIl 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(0.08) D(0.405)L(027)S(0,675) + ♦ ♦ ♦ • • • 3.5x9 A • Span=6.50 ft . Pff4105:4s, f ,. 4574. Service loads entered.Load Factors will be applied for calculation: Load for Span Number 1 Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf,Extent=0.0->>4.750 ft, Tributary Width=27.0 ft,(Roof, Uniform Load: D=0.080, Tributary Width=1.0 ft,(Wall Dead load) Point Load: D=1.010, L=0.670, S=1.690 k @ 4.750 ft FIF.OttidktOMf4MRY 0 ...,,.m 11Desi•n OK Maximum Bending Stress Ratio = 0.735: 1 Maximum Shear Stress Ratio = 0.651 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 2,027.49 psi fv:Actual = 198.37 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+0.750S41 • Location of maximum on span = 3.653ft Location of maximum on span = 5.765 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection •• Max Downward Transient Deflection 0.092 in Ratio= 852 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.159 in Ratio= 489 •• Max Upward Total Deflection 0.000 in Ratio= 0<240 • i j Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.372 0.328 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 2160.00 1.64 78.20 238.50 +0441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.529 0.467 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.00 1,269.20 2400.00 2.60 123.83 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.268 0.236 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3000.00 1.64 78.20 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.714 0.633 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.76 1,970.31 2760.00 4.05 192.79 304.75 +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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D / 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ��,�' (971)645-0901 '` S dennis@vistastructural.com �`" " Printed:20JAN 2015,10:46PM YV0 A ties u u cU.- , -1 so s -- , .. :- .. ,. .,. .,, RCALC, ,#983-,2014 But10.141118,Ver 14.1118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:Header above middle window above back of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib Fb V fv Fv Length=6.50 ft 1 0.384 0.339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.54 1,152.99 3000.00 2.36 112.42 331.25 +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 Length=6.50 ft 1 0.735 0.651 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 2760.00 4.17 198.37 304.75 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.209 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3840.00 1.64 78.20 424.00 +0+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.209 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3840.00 1.64 78.20 424.00 +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=6.50 ft 1 0.300 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.54 1,152.99 3840.00 2.36 112.42 424.00 +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=6.50 ft 1 0.528 0.468 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 3840.00 4.17 198.37 424.00 +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=6.50 ft 1 0.528 0.468 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 3840.00 4.17 198.37 424.00 +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=6.50 ft 1 0.126 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 482.62 3840.00 0.99 46.92 424.00 +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=6.50 ft 1 0.126 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 482.62 3840.00 0.99 46.92 424.00 Overall Maximum;Deflections Load Combination Span Max.="Defl Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1593 3.321 0.0000 0.000 (7‘.Yei#tcal,Reactiois , _ u ,.v , t Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.366 4.225 Overall MINimum 0.994 0.958 1-0+11 1.753 1.701 +D+L+H 2.747 2.659 +D+Lr+H 1.753 1.701 +D+S+H 4.243 4.108 +D+0.750Lr+0.750L+H 2.498 2.420 +D+0.750L+0.750S+H 4.366 4.225 +D+0.60W+H 1.753 1.701 +D+0.70E+1-1 1.753 1.701 +0+0.7501_1+0.750L+0.450W+H 2.498 2.420 *O+0.750L+0.750S+0.450W41 4.366 4.225 +D+0.750L+0.750S+0.5250E+H 4.366 4.225 +0.60D+0.60W+0.60H 1.052 1.021 +0.60D+0.70E+0.60H 1.052 1.021 D Only 1.753 1.701 Lr Only L Only 0.994 0.958 S Only 2.490 2.407 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) y (971)645-0901 dennis@vistastructural.com '' .., Printed:20 JAN 2015,10:46PM `# y i. , . f amnAtae 3 P1p.:. + c r �' , ° xis 6 'm 4 ai Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:headers at side windows at back of bonus room „ fll�El F;,F ES ,, STC .. .N . .,. 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-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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(1.01)L(0.68)S(1.69) y y D(0..08) ••y b C '"is ..'3'- • • • • 2-2x8 Span=3.50 ft •• lied j~`g{$f .`,ME 6 Service loads entered.Load Factors will be applied for calculation; Point Load: D=1.010, L=0.680, 5=1.690k@1.0ft Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) E1StblY SIV; ,= it Desi t n OK . . Maximum Bending Stress Ratio = 0.766 1 Maximum Shear Stress Ratio = 0.694: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 951.71 psi fv:Actual = 143.66 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+fl Load Combination +D+0.750L+0.750S+11 Location of maximum on span = 1.009ft 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 0.013 in Ratio= 3149 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 17.67 Max Upward Total Deflection 0.000 in Ratio= 0<240 I /ii. fiiiiiI1'x,' ,10.. r t#�r S :.#14...4,,,,04;0 )- ° 5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t CL M lb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.385 0.346 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 972.00 0.81 56.10 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 0.498 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.30 595.08 1080.00 1.30 89.59 180.00 +04r+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.277 0.249 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1350.00 0.81 56.10 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.743 0.673 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.02 923.28 1242.00 2.02 139.35 207.00 +1J+0.750Lr+0.750L+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.400 0.361 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.18 539.84 1350.00 1.18 81.22 225.00 +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: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) j.t,,, (971)645-0901 dennis@vistastructural.com sitiori W� Printed:20 JAN 2015,1046P d.,x „,,,,‘,,,,,,,,,z .. . ,,,,i,,,,,,,..,-,.... ,,, k l. Nv ,,„,'„4,-:-.<4- , ERa se 1983-2D14"Bu*L-8.1411 18,Ver614.1�.18 'r Lic.#.KW-06010523 :Vista Structural Engineering,LLC Description: 60A:headers at side windows at back of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb V fv Fv Length=3.50 ft 1 0.766 0.694 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1242.00 2.08 143.66 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.216 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1728.00 0.81 56.10 288.00 +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=3.50 ft 1 0.216 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1728.00 0.81 56.10 288.00 +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=3.50 ft 1 0.312 0.282 1.60 1200 1.00 1.00 1.00 1.00 1.00 1.18 539.84 1728.00 1.18 81.22 288.00 +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=3.50 ft 1 0.551 0.499 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1728.00 2.08 143.66 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 0.499 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1728.00 2.08 143.66 288.00 +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=3.50 ft 1 0.130 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 +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=3.50 ft 1 0.130 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 Overall,Maximum Deflections, , .: . Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0238 1.584 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.131 0.936 Overall MINimum 0.486 0.194 +D+H 0.861 0.429 +D+L+H 1.347 0.623 +D+Lr+H 0.861 0.429 +D+S+H 2.069 0.911 +D+0.750Lr+0.750L+H 1.226 0.574 +D+0.750L+0.750S+H 2.131 0.936 +D+0.60W+H 0.861 0.429 +0+0.70E+4-1 0.861 0.429 +D+0.750Lr+0.750L+0.450W+11 1.226 0.574 +D+0.750L+0.750S+0.450W+H 2.131 0.936 +D+0.750L+0.750S+0.5250E+H 2.131 0.936 +0.60D+0.60W+0.60H 0.517 0.257 +0.60D+0.70E+0.60H 0.517 0.257 D Only 0.861 0.429 Lr Only L Only 0.486 0.194 S Only 1.207 0.483 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D L, 7140 SW Queen Lane Engineer. DMH Project ID: 1150 ''', Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 $` dennis@vistastructural.com Prints&20 JAN 2015,10:46PM . e *. .%�� F e Wi ..._. y s m � ';',OZ. ,a ;,,; 1#9 + „,;, o g, » ,&.2a f ..$ iiig.ii' ita . , s .A6:4 .. :,._<sVI „ .s. . '''';'1-0P'"'• , wl 1:14 Lic.#:KW-06010523 .Licensee :Vista Structural Engineering,LLC Description: 60A:beam at right side of kitchen 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 0(0.165 L(0.44) * o i i V V i i A z28 Span=3.50ft • ApPlled iia d g Wi 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=0.040 ksf, Tributary Width=11.0 ft,(floor) S �.MM c N ,A Design OK Maximum Bending Stress Ratio = 0.715: 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67 psi fv:Actual = 81.57 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 = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.035 in Ratio= 1195 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 +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.287 0.182 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1053.00 0.32 29.46 162.00 +D+L+FI 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.715 0.453 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.05 836.67 1170.00 0.90 81.57 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +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=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D f 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) .....) (971)645-0901 #' dennis@vistastructural.com ..,, .m. Printed:20 JAN 2015,10:46PM ►oo+dBeam � eC %Usemienn DRCUA SENRCvA-111150ec6 m_r.__,,,v,,,,,,,,,_. . va �.�, . �r , ,� , �: .' � r_ . . ) r_. ;. nEa�� tC.�. =2ft4J a„�s.t#11 � 141 1H;. tic.#;KW-06010.523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of kitchen Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+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=3.50 ft 1 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +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=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +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=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0+0.750L+0.750S+0.5250E44 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 18128 1872.00 0.19 17.67 288.00 +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=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 Overall<:Maximum.I)eflection s Load Combination Span Max "Deli Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1205 1.205 Overall MINimum 0.261 0.261 +D+H 0.435 0.435 +D+L+F{ 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +O+0.750Lr+0.750L41 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+O.60W+H 0.435 0.435 +0+0.70E+11 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +0+0.750L+0.750S+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.600+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 „.y dennis@vistastructural.com ._.._. Printed 20 JAN 2015,10:46PM ox, ,: s� r a €,r a ,.F, s 5tlsersl*OitUa. 1�CA-1#1 99 �rN.,„z.„.. : �. ��s,, i. a -to,,4- MaHI ,. 0, ha 14C19 Q4a " r-1 Cc6., Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:beam at right side of powder room l"tTaiitgAr---tMlegalliVONt---.34 4, , Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.165)L(0.41) • V V Dib) V $ .F.._,W......�_ �..�,_.z... ,.�.....v�.. <>.r.f A• 2-2x6 A Span=3.50ft ,WP] WU F n nn` `; Service loads entered.Load Factors will be applied for calculation: Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) rf �fGk ,UMMA Y e Desi.n OK aximum Bending Stress Ratio = 0.715: 1 Maximum Shear Stress Ratio = 0.453 : 1 M Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+-L+H Load Combination +D+L41 Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195 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 Ci Cr Cm C t CI_ M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.287 0.182 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1053.00 0.32 29.46 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.715 0.453 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.05 836.67 1170.00 0.90 81.57 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +D+S+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +D+0.750Lr40.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i7140 SW Queen Lane Engineer: DMH Project ID: 1150 ` I Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) l (971)645-0901 dennis@vistastructural.com ,N„.,,,,,,,,,,„„, v .w-,,< " Printed:20 JAN 2015,10:45PM ' FG1SCPentliSOOPOVE,3{NRA,11tSe6WoodBeam .,. EE1-rAtC.id.1 32014, 8.14'!"i.38,ve-61411186,' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of powder room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Gd C FN C i Cr C m C t C L M tb Pb V fv Fv +0+0.750L+0.750S44 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +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=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +0+0.70E+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 +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=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 {3xerall,Maxrmuitji i)eflect ons Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 -Vertical Reactions , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.261 0.261 +D+H 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 'j., 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4,11 (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM f r _ a� i$ei c R4 §dt .. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of 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-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(0.16510.08) +L(0,44) V V D(+ * $ *s T r •. • • • • A 2 2x6 A • • • Span=3.50 ft 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=0.040 ksf, Tributary Width=11.0 ft,(floor) irkagN O y TI ; ll''''-. Desi•n OK Maximum Bending Stress Ratio = 0.715: 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +O+L+H Load Combination +D+.+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195 Max Upward Total Deflection 0.000 in Ratio= 0<240 FMAiiitiWWW****N70:0, 70017A1:44641 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t CI_ M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.287 0.182 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1053.00 0.32 29.46 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.715 0.453 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.05 836.67 1170.00 0.90 81.57 180.00 +D+13+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +D+S4j 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +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=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) £' (971)645-0901 " dennis@vistastructural.com Punted:20 JAN 2015,10:46PM n ,'"file C.tt3seISIDertnisiDQC#INE-11ENEROA 111150 eC6 llvO©d 8ea1Y1 Vii, ERCNC NC.1983-2014,su`1d:6.1411,18,Vers 14,11.'18 Lic #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb Pb V fv Pv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +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=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +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=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 +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=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 '.4.;Overall Maximum<Defleci?iins _ Load Combination Span Max."-"Deli Location in Span Load Combination Max."+"Defl Location in Span +0+L+H 1 0.0351 1.763 0.0000 0.000 Verttcal.Reacttnns ,w` Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.261 0.261 +D-FH 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +0+0.750Lr+-0.750L41 1.013 1.013 +0+0.750L+0.750S+11 1.013 1.013 +D+0.60W+I1 0.435 0.435 +D+0.70E+H 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +0+0.750L+0.750S+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only AVista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com RiMed:3 FEB 2015,10:55AM l 6 s a ,,, x=iia a y.� � 4,4 • 11Er,,--CI,,,J ". SEFIER£�} , ., ;�O AIC JNC d 2015'?tl i5.1i91r�1Txt 1 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0.165)L(0.44) + 1 D(0.08) * $ i * * • •' A 4x10 i i Span=6.504 P4Pt�i Loatd ; i.. � i `x;. TANIENService loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0->>6.50 ft, Tributary Width=11.0 ft DLE diflifMA1' r, ", '; Y Desi•n OK Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0.439 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 869.78 psi fv:Actual = 79.05 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.741 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection •• Max Downward Transient Deflection 0.048 in Ratio= 1620 • Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.075 in Ratio= 1041 Max Upward Total Deflection 0.000 in Ratio= 0<240 l I i i $7Citt1tEt 14:l S , .., $.a, 0*14.6' 1s0 ,.. 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 fb Pb V fv F'v +041 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.320 0.175 0.90 1200 1.00 1.00 1.00 1.00 1.00 129 311.09 972.00 0.61 28.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.805 0.439 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.62 869.78 1080.00 1.71 79.05 180.00 +13-4144i 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 0.126 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1350.00 0.61 28.27 225.00 40+541 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 0250 0.137 1.15 1.200 1.00 1.00 1.00 1.00 1.00 129 311.09 1242.00 0.61 28.27 207.00 +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 0.541 0.295 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1350.00 1.43 66.36 225.00 +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: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ' (971)645-0901 N,,; Or dennis@vistastructural.com Printed:3 FEB 2015.10:55AM v� Fid "C.it serslDe1,sris DGCOlt-1t81ERC111150 ec6 WOO+ Beainl �.. , .,��rya..fi.a.., . : <..:i. l .':4 _. _. ENER�`A1.C.+"INC.'1983-2©16,1 Id.6161199Va6151.1; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Fb V fv F'v Length=6.50 ft 1 0.588 0.321 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1242.00 1.43 66.36 207.00 +D+0.60W+4-1 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 0.180 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1728.00 0.61 28.27 288.00 +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=6.50 ft 1 0.180 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1728.00 0.61 28.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +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 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +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 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +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 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 +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=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 Overall MaxtmmuDeflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0749 3.274 0.0000 0.000 f i • '.„' Support notation:Far left is#1 Values in KIPS ertlCaC Rea#1011,S ,.�y. , •,, Load Combination Support 1 Support 2 Overall MAXimum 2.226 2.226 Overall MINimum 0.478 0.478 +0+1-1 0.796 0.796 +0+L+H 2.226 2.226 +D+Lr+H 0.796 0.796 +D+S+H 0.796 0.796 +D+0.750Lr+0.750L+H 1.869 1.869 +0+0.750L+0.7505+1-1 1.869 1.869 +D+0.60W+H 0.796 0.796 +0+0.70E+H 0.796 0.796 +D+0.750Lr+0.750L+0.450W+H 1.869 1.869 +D+0.750L+0.750S+0.450W+H 1.869 1.869 +D+0.750L+0.750S+0.5250E+H 1.869 1.869 +0.60D+0.60W+0.60H 0.478 0.478 +0.60D+0.70E+0.60H 0.478 0.478 D Only 0.796 0.796 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only f Vista Structural Engineering,LLC Project Title: Plans 60A,B,D (\nz .,)7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM x fi a a fl4SSt3tN31RGA 5411SQ oe 61. Wiz=-' i tz "::-, : t� y,,,-?�'�1 a�'. ity 1 7 18 " 1.1.98 dt �i. '4' .'ink -,_4._-,d z .. ,a y- ... x I 4, 1 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front left of bonus room ad-'667.41r' d'6 .;'.1:417-ii,...* Brie. ..A 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 1 + D(0.165)L(0.41) • • 2(0..08) * V $ V V . . , • . s A 2 Span=3.50 ft W,„ „- i L*Z\ s z . 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=0.040 ksf, Tributary Width=11.0 ft,(floor) iv'it:fidiftfiit'MAW*Ikctoer,snwrtygnv Desk n OK Maximum Bending Stress Ratio = 0.715. 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+t.+H Load Combination +D+L+FI Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.287 0.182 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1053.00 0.32 29.46 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.715 0.453 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.05 836.67 1170.00 0.90 81.57 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +0+5+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +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=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista Structural Engineering,LLC Project 7140 SW Queen Lane Engineer:Title: DMHPlans 60A,B,D top Project ID: 1150 4i Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) oto. (971)645-0901 4 1K'.. dennis@vistastructural.com `* "" Printed:20 JAN 2015,1D:47PM ,p ;_ I C Useicll nislpOCIAE-1SENERCA 11115p ec6 vitood0-1ERCALC;;1NC.1983-2014,Butd:6.14.111 Ver .141118',, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60k beam at front left of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Fb V iv Fv +0+0.750L+0.750S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +D+0.60W+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +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=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 +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=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 Overall Maximum eflecti ns &£,,Z. ..._. Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1205 1.205 Overall MINimum 0261 0.261 +D+H 0.435 0.435 +D+L+H 1.205 1205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +0+0.750L+0.75054l 1.013 1.013 +0+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 +3+0.750Lr+0.750L+0.450W+1 1.013 1.013 +O+0.750L+0.7505+0.450W+H 1.013 1.013 +0+0.750L+0.7505+0.5250E+1-1 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) Itit 4' (971)645-0901 dennis@vistastructural.com �h++y� Prinffia 20 JAN 2015,10-47PM Q4f)."tagi ' l$r t x a_ � 'b"sy r e "` 'a z'.: r% rr s. ,R,�,,,< '� , oikoISf t w t B ,s„x., rea.<. 'rs<s ...z<a ,414,4 11 ^„ia,r R... at4W_, i „ a.9„.,ii lti�31 .500a�.�f . i t,.,,, k Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of great room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Frit 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • i • D(0.075)L(0.21 D(�+8) • ,.,.t �. *� s • • • A 2-2x6 A Span=3.50ft x4M E � Service loads entered.Load Factors will be applied for calculation: A�1RfitrtJ Lc�ad��..� £ . �,y.s r..4 .... �:�; . PP Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft '' ■ ?7 s Desi•n OK Maximum Bending Stress Ratio = 0.36a 1 Maximum Shear Stress Ratio = 0.234: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,1 70.00 psi Fv:Allowable = 180.00 psi Load Combination +04.41 Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft •• Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 4115 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2318 Max Upward Total Deflection 0.000 in Ratio= 0<240 ` 4t74ii`lif ..,. o it cim iii.: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb Fb V fv Fv +O+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.179 0.113 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1053.00 0.20 18.36 162.00 +0441 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.369 0.234 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.54 431.28 1170.00 0.46 42.05 180.00 +O+Lr+44 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.129 0.082 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1462.50 0.20 18.36 225.00 +0+341 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.089 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1345.50 0.20 18.36 207.00 +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=3.50 ft 1 0.253 0.161 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1462.50 0.40 36.13 225.00 +O+0.750L+0.750S41 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: Plans 60A,B,D j \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 01 Fr' dennis@vistastructural.com(971) 45-09tructural.com " "" Printed:20 JAN 2015,10:47PM V1iood�ea1Tll' ClINC 1 20 11ENERCA-1S1MRC 11� 1flOGUA� ,.N ENERCALC-9NC:1983-20'14 8u 16:1411 8>Vi:6441"1.1a ". Lrc #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb Pb V fv Fv Length=3.50 ft 1 0.275 0.175 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1345.50 0.40 36.13 207.00 +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=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 020 18.36 288.00 +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=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +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=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +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=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +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=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 +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=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 O*Orall;Maximum Deflections .;_ Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.0181 1.763 0.0000 0.000 ert I KeaCtiOnS r" m Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.163 0.163 +D+H 0271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0271 0271 +D+S+H 0.271 0271 +D+0.750Lr+0.750L+H 0.534 0.534 +D+0.750L+0.750S+H 0.534 0.534 +D+O.60W+H 0271 0.271 +D+0.70E+H 0271 0.271 +D+0.750Lr+0.750L+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.450W+H 0.534 0.534 +0+0.750L+0.750S+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0271 Lr Only L Only 0.350 0.350 . S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ' Pr 7140 SW Queen Lane Engineer: Descr. TDuckunder Cottages(60 series)H Project ID: 1150 Beaverton,OR 97008 (971)645-0901 '' dennis@vistastructural.com Printed:20 JAN 2015,10:47PM krtiAtit ,a *'' ;A z :4:C:111.60! s I�MtE A 0 r°. -'Sea.,.,: •,x. r.t./e,'4- ''' '''''4*''' ' '. e N.,. +,'�s'a' P- se F• 'i3'''' i.....iee -... k�Xx.,f'''',*'' EneerinLLC Description: 60A:beam at front of entry Calculations per NDS 2012,IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.075 L(0.2) • • • • A 22x8 A • Span=3.50fl • r Service loads entered.Load Factors will be applied for calculation; �ApJ----. .' � t.-....&.,• -.:. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft Dfr-gaire t.Y ,z . ,. `. h Desi.n OK Maximum Bending Stress Ratio = 0.369: 1 Maximum Shear Stress Ratio = 0.234: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 4115 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2318 Max Upward Total Deflection 0.000 in Ratio= 0<240 • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Pb V fir Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.179 0.113 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1053.00 020 18.36 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.369 0.234 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.54 431.28 1170.00 0.46 42.05 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.129 0.082 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1462.50 0.20 18.36 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.089 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1345.50 0.20 18.36 207.00 + +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=3.50 ft 1 0.253 0.161 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1462.50 0.40 36.13 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ,, t; (971)645-0901 dennis@vistastructural.com r-mPrinted:20 JAN 2015,10:47PM 11Noq Rearm 3 . r.. ."..... . :..• _, .. c Nc 83nn;4"Bu"S.;41118 erS 14118 __.., . ... .1411x8; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of entry 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 tb Fb V fv Fv Length=3.50 ft 1 0.275 0.175 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1345.50 0.40 36.13 207.00 +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=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +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=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +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=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +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=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +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=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 +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=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 Overall Maximum Deflections w_ Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0181 1.763 0.0000 0.000 i ertica1.RReactit ins , „a = Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.163 0.163 +D+H 0.271 0.271 +O+L+H 0.621 0.621 +D+Lr+H 0.271 0.271 +0+5+1-1 0.271 0.271 +D+0.750Lr+0.750L41 0.534 0.534 +D+0.750L+0.750S+H 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E+H 0.271 0.271 +1)+0.750Lr+0.750L+0.450W+11 0.534 0.534 +0+0.750L+0.750S+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com ..:.:„ . Printed:20 JAN 2015,10:47PM r Fs a, I a i l t AY,iersU tia a c 0 '14-SIbl Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of front porch Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0525)L(0.14) • • • D(++OS) • 1 `%`a*¢ r �" a�+a , ars , f. 'a L a st`' ,rte r }i ,. syn- .r t 4�3 z 5 „° f! '' • • • A 4x6 • Span=7.0 ft 1`"'" ,1V A' aY ;, `i Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=3.50 ft 1retia tligli V aTraDesi.n OK Maximum Bending Stress Ratio = 0.558: 1 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 653.22 psi fv:Actual = 46.91 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 = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 1963 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.083 in Ratio= 1008 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M lb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.302 0.141 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1053.00 0.39 22.81 162.00 +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=7.0 ft 1 0.558 0.261 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.67 653.22 1170.00 0.79 46.91 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.217 0.101 125 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1462.50 0.39 22.81 225.00 +D+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.236 0.110 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1345.50 0.39 22.81 207.00 +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=7.0 ft 1 0.389 0.182 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1462.50 0.69 40.89 225.00 +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 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D rIj 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com _.� Printer:20 JAN 2015,10:47PM - ix r •C.-ttserst( nis100ClJw,, i ENERCA-111150ec6 ?� ,earn ;i 3V, .u;., _.,. _ is ,. _ :' CALC Nc 1983-2014 8146.11118 Vec0.141t'18 r Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CI_ M lb Fb V fv Pv Length=7.0 ft 1 0.423 0.198 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1345.50 0.69 40.89 207.00 +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=7.0 ft 1 0.170 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1872.00 0.39 22.81 288.00 +D+0.70E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.170 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1872.00 0.39 22.81 288.00 +D+0.750Lr+0.750L+0.450W+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +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=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +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=7.0 ft 1 0.102 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 190.57 1872.00 0.23 13.69 288.00 +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=7.0 ft 1 0.102 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 190.57 1872.00 0.23 13.69 288.00 Overall Maximum,Deflecli ns ,: , Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+fi 1 0.0833 3.526 0.0000 0.000 Vertical R acti0RS :4 , �1 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.954 0.954 Overall MINimum 0.278 0.278 +D+H 0.464 0.464 +D+L+H 0.954 0.954 +D+Lr+H 0.464 0.464 +D+S+H 0.464 0.464 +D+0.750Lr+0.750L+H 0.831 0.831 +D+0.750L+0.750S+H 0.831 0.831 +D+0.60W41 0.464 0.464 +D+0.70E+H 0.464 0.464 +D+0.750Lr+0.750L+0.450W+H 0.831 0.831 +0+0.750L+0.750S+0.450W+H 0.831 0.831 +0+0.750L+0.750S+0.5250E+H 0.831 0.831 +0.60D+0.60W+0.60H 0.278 0.278 +0.60D+0.70E+0.60H 0.278 0.278 D Only 0.464 0.464 Lr Only L Only 0.490 0.490 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 100 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left 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-Pill 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + + 0(0.165)L(0.44) * + •• 0(0.08) 1 + + + + + • -t- ,;". ,� I% "` 8 c 1 � ' ,-�a �15 'az" `moi' !sz �� �- ���r •y r -n • A A •• 3.5s9 • • Span=8.50ft Appl 0 f g .' iR A ` 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=0.040 ksf, Tributary Width=11.0 ft,(floor) t)Et1;l $UMMAR`y V Imo'r Design OK Maximum Bending Stress Ratio = 0.661: 1 Maximum Shear Stress Ratio = 0.436 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 1,587.31 psi fv:Actual = 115.52 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+}{ Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 . Maximum Deflection Max Downward Transient Deflection 0.136 in Ratio= 751 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.214 in Ratio= 477 Max Upward Total Deflection 0.000 in Ratio= 0<240 ***704i: 4c'$tre 35 $f 4A. e 4Eiiiiin ti Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Fb V fv Fv +041 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.268 0.176 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 2160.00 0.88 42.07 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.661 0.436 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.25 1,587.31 2400.00 2.43 115.52 265.00 +0+1r41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.193 0.127 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3000.00 0.88 42.07 331.25 +D+S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0209 0.138 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 2760.00 0.88 42.07 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.445 0.293 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3000.00 2.04 97.16 331.25 t1oo, Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) v�� Ts (971)645-0901 dennis@vistastructural.com .. Printed:20 JAN 2015,10.47PM Wood Beatt7 ERC LG 1N 20144 a Ver:4 1.8 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.484 0.319 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 2760.00 2.04 97.16 304.75 +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=8.50 ft 1 0.151 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3840.00 0.88 42.07 424.00 +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=8.50 ft 1 0.151 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3840.00 0.88 42.07 424.00 +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=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +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=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +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=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +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=8.50 ft 1 0.090 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 346.86 3840.00 0.53 25.24 424.00 +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=8.50 ft 1 0.090 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 346.86 3840.00 0.53 25.24 424.00 u:Oveit Maximum`Detleciions ,. _. Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+1+11 1 0.2136 4.281 0.0000 0.000 Vert��ai Reactio s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.941 2.941 Overall MINimum 0.643 0.643 +D+H 1.071 1.071 +D+L+H 2.941 2.941 +D+L.r+H 1.071 1.071 +D+S+H 1.071 1.071 +0+0.750L.r+0.750L4f 2.474 2.474 +0+0.750L+0.750S+H 2.474 2.474 +D+0.60W+H 1.071 1.071 +D+0.70E+H 1.071 1.071 +D+0.750Lr+0.750L+0.450W+H 2.474 2.474 +D+0.750L+0.750S+0.450W+H 2.474 2.474 +D+0.750L+0.750S+0.5250E+H 2.474 2.474 +0.60D+0.60W+0.60H 0.643 0.643 +0.60D+0.70E+0.60H 0.643 0.643 D Only 1.071 1.071 Lr Only L Only 1.870 1.870 S Only W Only E Only H Only Vista7140 Structural SWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr.. Tuckunder Cottages(60 series) t. (971)645-0901 i 4dennis@vistastructural.com *""� Printed:20 JAN 2015,1tr.47PM e... ° .a7 .&4041 ,4-' -r <n� VO -,. g 1, �C� 1. 1h ii 1$:7Et f4 Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam in second floor system supporting right end of girder truss iiiRik 4$10:01:5174Vi EE :Mrs 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 2600 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 2600 psi Ebend-xx 1900 ksi Fc-Prll 2510 psi Eminbend-xx 965.71 ksi Wood Species :Truss Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(3.3)L(2.2)S(5.5) '1:.:::F, ,'17:":...,'. .. s ,. : ...z`brAr,.x .Z",.:txuvwws.r..s.,.a,,.,,,vc., .2s`v...:�a3.,�S'.t A A 2-1.75x14 Span=7.0 ft E a s U Service loads entered.Load Factors will be applied for calculation; Point Load: D=3.30, L=2.20, S=5.50k@1.Oft 1ESIt. VSUMMARY ''1! Design OK Maximum Bending Stress Ratio = 0.272 1 Maximum Shear Stress Ratio = 0.121 : 1 1 Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 fb:Actual = 813.43 psi fv:Actual = 39.69 psi FB:Allowable = 2,990.00 psi Fv:Allowable = 327.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.022ft 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 0.019 in Ratio= 4375 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.032 in Ratio= 2651 Max Upward Total Deflection 0.000 in Ratio= 0<240 • • X14170 ft F4: .re,s s r..l..oad r l*Pl Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.126 0.056 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 2340.00 0.47 14.43 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.190 0.084 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.70 492.99 2600.00 0.79 24.05 285.00 +D+L.r+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.091 0.041 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 3250.00 0.47 14.43 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.264 0.117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.52 788.78 2990.00 1.26 38.48 327.75 +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=7.0 ft 1 0.137 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.23 443.69 3250.00 0.71 21.65 356.25 +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 Length=7.0 ft 1 0.272 0.121 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 2990.00 1.30 39.69 327.75 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D {j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ���,,, Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) M j (971)645-0901 �' ' - dennis@vistastructural.com Prin+sd:20 JAN 2015,10:47PM ., Ioot1 Beam CA1C; d0 BU9d 4.1it 8 Vec&1 f s._ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LIC Description: 60A:Beam in second floor system supporting right end of girder truss Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN C i Cr Cm C t CL M tb Fb V fv Fv +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=7.0 ft 1 0.071 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 4160.00 0.47 14.43 456.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.071 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 4160.00 0.47 14.43 456.00 40+0.750Lr+0.750L+0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.107 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.23 443.69 4160.00 0.71 21.65 456.00 +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=7.0 ft 1 0.196 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 4160.00 1.30 39.69 456.00 +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=7.0 ft 1 0.196 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 4160.00 1.30 39.69 456.00 +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=7.0 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 177.48 4160.00 0.28 8.66 456.00 +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=7.0 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 177.48 4160.00 0.28 8.66 456.00 :Overall:Maximum Deflections _ ,,',.':'.1 Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0317 3.015 0.0000 0.000 Verticil eaction5 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.779 1.296 Overall MINimum 1.697 0.283 +041 2.829 0.471 +D+L+H 4.714 0.786 +D+Lr+H 2.829 0.471 +D+S+H 7.543 1.257 +D+0.750Lr+0.750L+1-1 4.243 0.707 +D+0.750L+0.750S+H 7.779 1.296 +D+0.60W+H 2.829 0.471 +D+0.70E+H 2.829 0.471 +0+0.750Lr+0.750L+0.450W+11 4.243 0.707 +D+0.750L+0.750S+0.450W+H 7.779 1.296 +D+0.750L+0.750S+0.5250E+H 7.779 1.296 +0.60D+0.60W+0.60H 1.697 0.283 +0.60D+0.70E+0.60H 1.697 0.283 D Only 2.829 0.471 Lr Only L Only 1.886 0.314 S Only 4.714 0.786 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 • dennis@vistastructural.com Printed:20 JAN 2015,10:47PM i,. �iu ^o-. "i, i .a _ itb- »..ash �"`��irng u;s xNii. t 7iL i"y� 9 `-. 1,1.0 1;18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0.135�L(0.36) • � '. .fir . ,^ax • „!',,......... .•�.,..,. ,..._.. .,, 4.. : • • • • 4x10 A • Span=7.0ft (tes tis if*T-- Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 fl `DESIGN=SI'1,3Glif- ' W Desi•n OK Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.348: 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 728.94 psi fv:Actual = 62.69 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500 ft 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 0.053 in Ratio= 1586 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.073 in Ratio= 1153 • Max Upward Total Deflection 0.000 in Ratio= 0<240 ' i • P:'.. „;,. ,l 11***** PA W., ,,, o ... Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.205 0.106 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 972.00 0.37 17.10 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.675 0.348 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.03 728.94 1080.00 1.35 62.69 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.147 0.076 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1350.00 0.37 17.10 225.00 +0+541 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.083 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1242.00 0.37 17.10 207.00 +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=7.0 ft 1 0.442 0.228 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1350.00 1.11 51.29 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.480 0.248 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1242.00 1.11 51.29 207.00 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D )' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) r ,� (971)645-0901 '`° a dennis@vistastructural.com' „«�°` Printed:20 JAN 2015,10:47 PM � Fale C1UserslDmuiis'1DOCUWE-1IENERCA--111150. 6 Woodea , ,'..,' 1NEiifi LC,d NG:19133-2014 4.6141118 Ver_&f41118 Lic,#.KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C1 Cm C t CL M lb Pb V fv Fv +12+0.60W4 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +0+0.70E41 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +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=7.0 ft 1 0.345 0.178 1.60 1200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +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=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +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=7.0 ft 1 0.345 0.178 1.60 1200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 5129 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=7.0 ft 1 0.069 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 10.26 288.00 +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=7.0 ft 1 0.069 0.036 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 1026 288.00 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Deft Location in Span +0+1+1-1 1 0.0728 3.526 0.0000 0.000 c n Support notation:Far left is#1 Values in KIPS Vertical Reactions � �.,.., � .,� PP Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 Overall MINimum 0.284 0.284 +D+H 0.473 0.473 +D+L41 1.733 1.733 +D+Lr+H 0.473 0.473 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+H 1.418 1.418 +D+0.750L+0.750S+H 1.418 1.418 +0+0.60W+H 0.473 0.473 +D+0.70E+H 0.473 0.473 +D+0.750Lr+0.750L+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.5250E+H 1.418 1.418 +O.60D+0.60W+0.60H 0.284 0.284 +0.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1.260 1.260 S Only W Only E Only H Only , Vista Structural Engineering,LLC Project Title: Plans 60A,B,D f" ) 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 .,, ...0*) dennis@vistastructural.com Printed:30 JAN 2015,3:41PM x,. F M1 , - vx £ v w 'k , - ,"4 ^;aC� x 0szv » . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.16) i i i i D(0.4125)L(0.275)S(0.6875) i i i $ i : .,.,a ,.��. ..,�. . '.'iib" ', ,.. a.....x, »anr,::,s-,.. � ,...;�c ..,, ..,.. .� c,: , ,, :t : � �. ?z U 5.5x22.5 A Span=21.50 ft i* Q, Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.50 ft,(Roof load) Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall dead load) atESI NSt`itort lit' e, 5..: R Desi•n OK Maximum Bending Stress Ratio = 0.753 1 Maximum Shear Stress Ratio = 0.461 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb:Actual = 1,933.98 psi fv:Actual = 140.35 psi • FB:Allowable = 2,567.56 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 = 19.695 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.354 in Ratio= 729 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.666 in Ratio= 387 Max Upward Total Deflection 0.000 in Ratio= 0<240 1 1 laxiii i»Farces s es#or iii lii tititiatrons•. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V N Fv +D++1 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.426 0.260 0.90 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 2009.39 5.12 62.07 238.50 +D+L+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.567 0.347 1.00 0.930 1.00 1.00 1.00 1.00 1.00 48.97 1,266.28 2232.66 7.58 91.89 265.00 +04.r+1-1 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.307 0.187 1.25 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 2790.82 5.12 62.07 331.25 +0+S41 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.733 0.448 1.15 0.930 1.00 1.00 1.00 1.00 1.00 72.80 1,882.62 2567.56 11.27 136.62 304.75 +D+0.750Lr+0.750L+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.417 0.255 1.25 0.930 1.00 1.00 1.00 1.00 1.00 45.00 1,163.56 2790.82 6.97 84.44 331.25 +D+0.750L+0.750S+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 tIVista Structural Engineering,LLC Project Title: Plans 60A,B,D \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 4Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) Ilea " t- (971)645-0901 e dennis@vistastructural.com Printed:30JFN 2015,3:41PM ` od_.,Bea< m �. .... ....- ,x EiEre1CCAl-tCus,eNr 0,1983408,ii id611El5N1F.1RC9,AVe1rA18.c1.1s;.._. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor 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 ib F'b V fv F v Length=21.50 ft 1 0.753 0.461 1.15 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 2567.56 11.58 140.35 304.75 +D+0.60W+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.239 0.146 1.60 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 3572.25 5.12 62.07 424.00 +D+0.70E+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.239 0.146 1.60 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 3572.25 5.12 62.07 424.00 +D+0.750Lr+0.750L+0.450W+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.326 0.199 1.60 0.930 1.00 1.00 1.00 1.00 1.00 45.00 1,163.56 3572.25 6.97 84.44 424.00 +0+0.750L+0.750S+0.450W41 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.541 0.331 1.60 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 3572.25 11.58 140.35 424.00 +D+0.750L+0.750S+0.5250E+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.541 0.331 1.60 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 3572.25 11.58 140.35 424.00 +0.60D+0.60W+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 +0.60D+0.70E+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 Overall Nla4mum'„Reflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.7505+0.5250E+1 1 0.6661 10.828 0.0000 0.000 Vertical ReactlonS• , „ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.915 13.915 Overall MINimum 2.956 2.956 +D+H 6.154 6.154 +D+L+H 9.111 9.111 +D+Lr+H 6.154 6.154 +D+S+H 13.545 13.545 +D+0.750Lr+0.750L+H 8.372 8.372 +D+0.750L+0.750S+H 13.915 13.915 +D+0.60W+H 6.154 6.154 +0+0.70E+H 6.154 6.154 +D+0.750Lr+0.750L+0.450W+H 8.372 8.372 +D+0.750L+0.750S+0.450W+H 13.915 13.915 +D+0.750L+0.750S+0.5250E+H 13.915 13.915 +0.60D+0.60W+0.60H 3.693 3.693 +0.60D+0.70E+0.60H 3.693 3.693 D Only 6.154 6.154 Lr Only L Only 2.956 2.956 S Only 7.391 7.391 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Project Descr. Tuckunder Cottages(60 series) � Beaverton,OR 97008(971)645-0901 dennis@vistastructural.com (:''' I,,.-�^ ' Pelted:20 JAN 2015,1047PM T V. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above garage door Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I D(0.09)L(0.06)S(0.15) 11 { s � ,:1� r .y.. a �.�. .z `� � :✓,� ,�», §<�"� .�,s � ^��`� "es'�, ^� I .a „, r,.„ . .„._., ,E�a -�x,�":d x; .��_« e ,,.<�,..3'«" ,.+�i„�z oi�;;,Yz t{ ,.b,'v ..'. �'�,},,,. ,.,rr 5✓; ,,,,..,., ,a .,<'. ,c'`' ,,,.,�, A 6x12 A • • • Span=16.50 ft •• • • 1 fieri 1Y)8 SWs I, Azigiin,:": t, , „ Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 fl ESiiG7� +11 Atter ': Attlaiginm Design OK Maximum Bending Stress Ratio = 0.80S 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73 psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+O.750S+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection • Max Downward Transient Deflection 0.226 in Ratio= 877 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.372 in Ratio= 531 Max Upward Total Deflection 0.000 in Ratio= 0<240 i i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.374 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 810.00 0.66 15.68 162.00 +3+1_41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.561 0.145 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.10 505.29 900.00 1.10 26.13 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.269 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1125.00 0.66 15.68 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.781 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.17 808.47 1035.00 1.76 41.82 207.00 +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=16.50 ft 1 0.404 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1125.00 0.99 23.52 225.00 +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=16.50 ft 1 0.806 0.208 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1035.00 1.82 43.12 207.00 LtProVista Structural Engineering,LLC ject Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) vl (971)645-0901 dennis@vistastructural.com w. : Printed:20 JAN 2015,10:47PM �. r L 1L1sCr310ellf*IPOCI? -Igit Efic4 111 0. 6' HI/OQt� BE'at11 ; ' .�.c,'•iNc 1,9e3=2614;euia:s.14.111s aa 1i.1V Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above garage door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cl Cr Cm C t CL M fb Fb V fv Fv +0+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +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=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.316 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1440.00 0.99 23.52 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +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=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +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=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 +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=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 , yerali Maximum Deflections . Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3722 8.310 0.0000 0.000 .., .Reacttcns ' ,:,,,, ,;,..,III,:... - Load ._ ., . Support notation:Far left is#1 Values in KIPS It ritaa1R �. .'., Load Combination Support 1 Support 2 Overall MAXimum 2.042 2.042 Overall MiNimum 0.446 0.446 +D+H 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+fi 1.980 1.980 +D+0.750Lr+0.750L+H 1.114 1.114 +D+0.750L+0.750S+H 2.042 2.042 +D+0.60W+H 0.743 0.743 +D+0.70E+H 0.743 0.743 +D+0.750Lr+0.750L+0.450W+H 1.114 1.114 +D+0.750L+0.750S+0.450W+H 2.042 2.042 +D+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i. 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com ,;,r Primed 20 JAN 20155,10:47 PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam through middle of crawl space 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-)o; 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ♦ ♦ D(0.11 (0.44) pe. ,n z yr � ���'� ?' • • A 4x8 A • Span=6.50 ft , '7,1 pllianidi , '` "W y '' Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 fl :.DESLtsN SU AR M! 14Zif F ,� $- Desi•n OK Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.480 : 1 I Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,136.81 psi fv:Actual = 86.38 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+{.+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 780 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.125 in Ratio= 624 Max Upward Total Deflection 0.000 in Ratio= 0 <240 .t rn I11 1b, . , € 5'tDf`H* omt ii.. ns, Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci C r Cm C t CL M tb Fb V fv Fv +.D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.216 0.107 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1053.00 0.29 17.28 162.00 .+0+1_41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.972 0.480 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.90 1,136.81 1170.00 1.46 86.38 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 029 17.28 225.00 +0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.169 0.083 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1345.50 0.29 17.28 207.00 +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=6.50 ft 1 0.622 0.307 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1462.50 1.17 69.11 225.00 +0+0.750L+0.750S+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.676 0.334 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1345.50 1.17 69.11 207.00 ( Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 ''''s 1'' dennis@vistastructuraLcom a µ„. Printed:20 JAN 2015,10:47PM O0u $esa[1'1= ' ...... .:;,..'4,.. .A ,. ....: zme.e,.mc.1 2014,cur 1 cA naso ec6:. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam through middle of crawl space Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +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=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +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=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +0+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +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=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 +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=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 ,. ,Overalt MajdniumDafiections, <,3 . .. Load Combination Span Max."-"Deli Location in Span Load Combination Max."+"Defl Location in Span +D+L+-I 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 0.215 0.215 +D+H 0.358 0.358 +D+{.+H 1.788 1.788 +O+Lr+H 0.358 0.358 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 1.430 1.430 +D+0.750L+0.750S+H 1.430 1.430 +D+0.60W+H 0.358 0.358 +D+0.70E+1-1 0.358 0.358 +D+0.750Lr+0.750L+0.450W+H 1.430 1.430 +0+0.750L+0.750S+0.450W4l 1.430 1.430 +D+0.750L+0.750S+0.5250E+H 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 W den nis@vistastructural.com 'be ...._, Printed:20 JAN 2015,10:47PM L� if i t F t C� o s E 11 O yA<' t <=` �- � � � % y�� 1 €�f^ +, .w'�a a� iii v ,,,,w;tr... t' 0!, i ..-0 ., ,,,s R, ;. . ii, l' sr,.`� '1t12`.. w ,�.. k?t ?, ,y$C, `444: Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60A:Column supporting 51/2"x 31 1/2"glulam beam above garage may/ Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE7-10 FrOlW4W1.2.(100:1ViVNIT:704.41MA4 ,, Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth 5.50 in Cf or Cv for Bending 0.0 Wood Grade No.2 Fb Tension 900.0 psi Fv 180.0 psi Area 30.250 inA2 Cf or Cv for Compression 0.0 Ix 76.255 in"4 Cf Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi ly 76.255 in"4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.'3 2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No lnon,lc only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 100idsT ,. 1 a Va 5 RO Service loads entered.Load Factors will be applied for calculation: Column self weight included:60.897 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft,D=6.150,L=2.960,S=7.390 k BENDING LOADS... Lat.Unif�o3rrm*Load creating Mx-x,W=0.0320 k/ft Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0.0 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Goveming NDS Forumla 0.0 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 0.0 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 0.0 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination 0.0 Cf or Cv:Size based factors 0.000 0.000 Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0.0 psi 1 aha Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location Wifiiko. _ ,,,,,4„,,,,,,,, Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base . 1BBW:670L40111 tlii3it15s .a .°_ Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 v •Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) f „, a (971)645-0901 '� dennis@vistastructural.com Printed:20 JAN 2015,10:47PM ? Erle �1llsersl0enriis100CtiA 1IENERCA-miss ec6- A.-'__ ...�_ �1. .�.�,�,,.vk."�,i.,:;-:`,,,'4,',':-.,;,-,:.:-.,,:,,::;,.. ,.:. s .. .., .1,',,.,,r ,. ���,>��,,.m'. 2.,..._ .�,. ,y�ERC.{�t,'{:,jNtS�1�B�2D�48U�t1�.1�19i$�?Iet;61?11148;:.-- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Column supporting 5 1/2"x 31 1/2"glulam beam above garage Sketches -' . , Y M Loads r F 0 of �� L 6x6 'ti [ o.. 5.50 In Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D f 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com � .,......,..: Prin'aad:20 JAN 2015,10:47PM .Yy l' „, yi Vi It 7,0,i% y`/; ,�- t 1,- 5, }£ ° Po.ter " 'f A x'< Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 g_ r !.t it , _ ,,::v,: .11,.,,:,: Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoiVConcrete Friction Coeff. = 0.30 pp 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 depti= 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 greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No i,;..1,,,,.Z.44WiFill3WAMITiliqnielirM Width parallel to X-X Axis = 2.250 ft Z Length parallel to Z-Z Axis = 2.250 ft Footing Thicknes = 10.0 in Il X „ P X Pedestal dimensions... s,. px:parallel to X-X Axis = in N NEVurcAigar4fiVaikm-reg pz:parallel to Z-Z Axis = in -414.files, F4 Height in AgilOit,� m Rebar Centerline to Edge of Concrete. 4%;, m at Bottom of footing = 3.0 in . o.,,, c' Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 ' '”"f=fff - „�, ;'t. Reinforcing Bar Sizf = # 4 r 1 Y. W ft r , Hi, i z » I Bandwidth Distribution Check (ACI 15.4.4.2) 1,. ta.trasz: ••rrnsuanu»e:r::r r ...»i.iu y; „ .,W 1. Direction Requiring Closer Separation n/a S°`� `"q°� z #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 3.30 2.20 5.50 k OB:Overburden = ksf M-xx = k-ft M-zz = _ — k-ft V-x = k V-z = k L'? Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) + (971)645-0901 '. li!- dennis@vistastructural.com Printed:20 JAN 2015,10:47PM e C_iUsersVennissD0CUME4SENERCA-11118U.ec6 Geneim faro#In , . fdERGALC;"lNC 1983-.2P14;eald:a14.11,18,Vec'it411.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss DESIGN SUMMARY ' " Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9565 Soil Bearing 1.913 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- 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 0.3173 Z Flexure(+X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 Z Flexure(-X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(+Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(-Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(+X) 17.111 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.2083 1-way Shear(-X) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(+Z) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(-Z) 17.111 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.3998 2-way Punching 65.686 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results _' �. ,,,4 t... ,. . Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Oflu rng 50-11-y Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Flexure Axis&Load CombinationStatus k-ft Side? Bot or Top? inA2 inA2 in^2 k-ft X-X,+1.40D+1.60H 0.5775 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.60H 0.5775 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.279 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.505+1.60H 1.279 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.733 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.733 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.605+0.50W+1.60H 1.595 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.595 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+120D+0.50Lr+0.50L+W+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.770 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.770 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.3713 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.3713 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.3713 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.3713 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.5775 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK l Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 f' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 c Bennis@vistastructural.com Printed:20 JAN 2015,10:47PM ,�aY yrye.�y e i f- .s r s iyh q 3,, d V. '''Y 60149P-0.--,-,,,,fY ^ ;i l j�, ` 17 �� �3 z �`4f y fit.^., f r,�. .� ��z, �kvA 0:: �,- '''''":"k'' ... _-.e t.,,�1 . 7 ,,`�s l 1 � ''t� "�s�,,..y;':' Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: BOA:Footings under ends of roof girder truss Z-Z,+1.40D+1.60H 0.5775 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.9350 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.9350 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 den nis@vistastructural.com ^ *- Printed:20 JAN 2015,10:47PM Gen wad FootTg ., , CAA,NC 5.1983-20 4 s er6.4 .. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Footing;Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 1.279 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.279 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.733 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.733 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.770 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.770 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z Z,+0, y90D+E+0 90H 0.3713 +X,, Bottom 0.216 Min Temp% 0.2667 5.461 OK .One Way'Shear .. Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 5.704 psi 5.704 psi 5.704 psi 5.704 psi 5.704 psi 82.158 psi 0.06942 OK +1.20D+0.50Lr+1.60L+1.60H 9.235 psi 9.235 psi 9.235 psi 9.235 psi 9.235 psi 82.158 psi 0.1124 OK +1.20D+1.60L+0.505+1.60H 12.63 psi 12.63 psi 12.63 psi 12.63 psi 12.63 psi 82.158 psi 0.1537 OK +1.20D+1.60Lr+0.50L+1.60H 6.247 psi 6.247 psi 6.247 psi 6.247 psi 6.247 psi 82.158 psi 0.07604 OK +1.20D+1.60Lr+0.50W+1.60H 4.889 psi 4.889 psi 4.889 psi 4.889 psi 4.889 psi 82.158 psi 0.05951 OK +1.20D+0.50L+1.60S+1.60H 17.111 psi 17.111 psi 17.111 psi 17.111 psi 17.111 psi 82.158 psi 0.2083 OK +1.20D+1.605+0.50W+1.60H 15.753 psi 15.753 psi 15.753 psi 15.753 psi 15.753 psi 82.158 psi 0.1917 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.247 psi 6.247 psi 6.247 psi 6.247 psi 6.247 psi 82.158 psi 0.07604 OK +1.20D+0.50L+0.50S+W+1.60H 9.642 psi 9.642 psi 9.642 psi 9.642 psi 9.642 psi 82.158 psi 0.1174 OK +1.20D+0.50L+0.20S+E+1.60H 7.605 psi 7.605 psi 7.605 psi 7.605 psi 7.605 psi 82.158 psi 0.09256 OK +0.90D+W+0.90H 3.667 psi 3.667 psi 3.667 psi 3.667 psi 3.667 psi 82.158 psi 0.04463 OK +0.90D+E+0.90H 3.667 psi 3.667 psi 3.667 psi 3.667 psi 3.667 psi 82.158 psi 0.04463 OK `.Punching Shear . : All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 21.895 psi 164.317 psi 0.1333 OK +1.20D+0.50Lr+1.60L+1.60H 35.449 psi 164.317 psi 0.2157 OK +1.20D+1.60L+0.50S+1.60H 48.482 psi 164.317 psi 0.2951 OK +1.20D+1.60Lr+0.50L+1.60H 23.981 psi 164.317 psi 0.1459 OK +1.20D+1.60Lr+0.50W+1.60H 18.767 psi 164.317 psi 0.1142 OK +1.20D+0.50L+1.605+1.60H 65.686 psi 164.317 psi 0.3998 OK +1.20D+1.605+0.50W+1.60H 60.473 psi 164.317 psi 0.368 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.981 psi 164.317 psi 0.1459 OK +1.20D+0.50L+0.50S+W+1.60H 37.013 psi 164.317 psi 0.2253 OK +1.20D+0.50L+0.20S+E+1.60H 29.194 psi 164.317 psi 0.1777 OK +0.90D+W+0.90H 14.076 psi 164.317 psi 0.08566 OK +0.90D+E+0.90H 14.076 psi 164.317 psi 0.08566 OK I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D F 1 7140 SW Queen Lane Engineer t eescr. DTMH Project Cottages(60 series) Project ID: 1150 Beaverton,OR 97008 .. (971)645-0901 + dennis@vistastructural.com :� ,v,..;.:.. Prim 20 JAN 2015,10:47PM � � Nfaa1F F SS . W � �'�r `I� 3il�GY[ s �r g x ^ l , , i .liam -4o ,.Q... i. - JNr983- 14 HUUt�"klO; ;74Miiiit Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 5112"x 31 1/2"glulam beam above garage Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 j1 "SW M Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%u Bending Reinf. = Allowable pressure increase per foot of deptl= 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 PressureYes Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater 4 ft Add Pedestal Wt for Soil PressureNo Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 2.750 ft Z Length parallel to Z-Z Axis = 2.750 ft Footing Thicknes = 10.0 in �> s �� ,; %ah yy - Pedestal dimensions... ,r: X px:parallel to X-X Axis = in N rr pz:parallel to Z-Z Axis = in PA fry Height in ,, ;. m Rebar Centerline to Edge of Concrete. t407.400:0021Kart;WIMOK ,c) at Bottom of footing = 3.0 in 426o`],: � Cr' II w � ��e1r11r0fGiT;i>� �•, V �3. ,.may,, -. .. `�_.,.; .,s 2';. - Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 t art• - t vi Reinforcing Bar Sia = # 4 t ,y-, , '�F: Wft{ 1;41. ''' "` , :f.'4` Bandwidth Distribution Check (ACI 15.4.42) '"�sem��2iw7dt�'ret,*"'44 " )f44.1- 1,t��i�Ex.w Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 6.150 2.960 7.390 k OB:Overburden = ksf M-xx = k-ft M-zz = _ k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ;' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) •� r (971)645-0901 'E 4 dennis@vistastructural.com `' Printed:20 JAN 2015,10:47PM HIe C tUsersiDeina1DOCUME-11ENERCA 111150 ec6 General'J-u0 m .... 0 . r, ENERRPLC JNGf,191�2014 Bu 6.74;1118,Ver6741118 k� ,.r�G.. ... ! .,. . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 5 1/2"x 31 1/2"glulam beam above garage DE51 N.S,. Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9805 Soil Bearing 1.961 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- 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 0.5760 Z Flexure(+X) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 Z Flexure(-X) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(+Z) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(-Z) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(+X) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(-X) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(+Z) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(-Z) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6165 2-way Punching 101.309 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Petalled Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual!Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Overt uuining Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 1.076 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.40D+1.60H 1.076 -Z Bottom 0.216 Min Temp% 0.2182 4.4.88 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.515 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.515 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L-40.505+1.60H 1.976 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L+0.505+1.60H 1.976 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.108 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.108 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.9225 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.9225 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.586 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.586 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.401 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.401 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D-+0.50L+0.50S+W+1.60H 1.569 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.40D+1.60H 1.076 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) <,a (971)645-0901 dennis@vistastructural.com Prince 20 JAN 2015,10:47PM 4 ' ,.: `% - fi r .? - o ,,. . Ati g.x'L.x . ;e 6.. .•x.S d''f..i ,r k :1 a 3..f, .r?7,...tx - ? :1 i* «4 .:;:- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 51/2"x 31 1/2"glulam beam above garage Z-Z,+1.40D+1.60H 1.076 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.515 -X Bottom 0.216 Min Temp% 0.2182 4.4.88 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.515 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 1 (971)645-0901 ••" t,,,, dennis@vistastructural.com ,. Printed:20 JAN 2015,10:47PM .... Tal ..- ,.. ,, D:w uenn;suaocua,7-a CA-Vi50 fa- aiERcALc INC 1983-20'14 Bu85.14'1418 Ver81411,18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 5 1/2"x 31 1/2"glulam beam above garage Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 in"2 in"2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 1.976 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+1.60L+0.50S+1.60H 1.976 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+1.60Lr+0.50L+1.60H 1.108 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+1.60Lr+0.50W+1.60H 0.9225 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+1.60Lr+0.50W+1.60H 0.9225 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+0.50L+1.60S+1,60H 2.586 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+0.50L+1.60S+1.60H 2.586 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+1.605+0.50W+1.60H 2.401 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+1.60S+0.50W+1.60H 2.401 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+0.50Lr+0.50L+W+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+0.50Lr+0.50L+W+1.60H 1.108 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.569 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+0.50L+0.50S+W+1.60H 1.569 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D-F0.50L+0.20S+E+1.60H 1.292 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+120D+0.50L+0.20S+E+1.60H 1.292 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+E+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+090D+E+0 90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK One Way;Shear .4-=`,'6 a Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 10.561 psi 10.561 psi 10.561 psi 10.561 psi 10.561 psi 82.158 psi 0.1285 OK +120D+0.50Lr+1.60L+1.60H 14.861 psi 14.861 psi 14.861 psi 14.861 psi 14.861 psi 82.158 psi 0.1809 OK +120D+1.60L+0.505+1,60H 19.393 psi 19.393 psi 19.393 psi 19.393 psi 19.393 psi 82.158 psi 0.236 OK +120D+1.60Lr+0.50L+1.60H 10.867 psi 10.867 psi 10.867 psi 10.867 psi 10.867 psi 82.158 psi 0.1323 OK +120D+1.60Lr+0.50W+1.60H 9.052 psi 9.052 psi 9.052 psi 9.052 psi 9.052 psi 82.158 psi 0.1102 OK +120D+0.50L+1.60S+1.60H 25.37 psi 25.37 psi 25.37 psi 25.37 psi 25.37 psi 82.158 psi 0.3088 OK +120D+1.605+0.50W+1.60H 23.555 psi 23.555 psi 23.555 psi 23.555 psi 23.555 psi 82.158 psi 0.2867 OK +120D+0.50Lr+0.50L+W+1.60H 10.867 psi 10.867 psi 10.867 psi 10.867 psi 10.867 psi 82.158 psi 0.1323 OK +120D+0.50L+0.50S+W+1.60H 15.399 psi 15.399 psi 15.399 psi 15.399 psi 15.399 psi 82.158 psi 0.1874 OK +1.20D+0.50L+020S+E+1.60H 12.68 psi 12.68 psi 12.68 psi 12.68 psi 12.68 psi 82.158 psi 0.1543 OK +0.90D+W+0.90H 6.789 psi 6.789 psi 6.789 psi 6.789 psi 6.789 psi 82.158 psi 0.08263 OK +0.90D+E+0.90H 6.789 psi 6.789 psi 6.789 psi 6.789 psi 6.789 psi 82.158 psi 0.08263 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 42.171 psi 164.317 psi 0.2566 OK +120D+0.50Lr+1.60L+1.60H 59.344 psi 164.317 psi 0.3612 OK +120D+1.60L+0.50S+1.60H 77.442 psi 164.317 psi 0.4713 OK +120D+1.60Lr+0.50L+1.60H 43.396 psi 164.317 psi 0.2641 OK +120D+1.60Lr+0.50W+1.60H 36.147 psi 164.317 psi 0.22 OK +120D+0.50L+1.60S+1.60H 101.309 psi 164.317 psi 0.6165 OK +120D+1.60S+0.50W+1.60H 94.06 psi 164.317 psi 0.5724 OK +120D+0.50Lr+0.50L+W+1.60H 43.396 psi 164.317 psi 0.2641 OK +120D+0.50L+0.50S+W+1.60H 61.494 psi 164.317 psi 0.3742 OK +120D+0.50L+020S+E+1.60H 50.635 psi 164.317 psi 0.3082 OK +0.90D+W+0.90H 27.11 psi 164.317 psi 0.165 OK +0.90D+E+0.90H 27.11 psi 164.317 psi 0.165 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descn Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com w 4,,,,,,,.... .,r' Printed:20 JAN 2015,10.47PM ,'ri - +�` �E n��sx����r,/�s In IN "� ` k � � �¢ � _,.. �,.0 .,....0;20. cfa t 1>46-''' . � ni. F..r: _de ,an ,,.M,,,, ®Fi 91132Ul�#Et 14 f38 �1 •98„. Lica#:-KW--06'0140'' KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 51/2"x 19 1/2"glulam beam above garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. .==_ 0.30 qp 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 deptl= 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 greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mo &shear No m 51 Doenstn,,` ` ., m t, .... Width parallel to X-X Axis = 1.667 ft z Length parallel to Z-Z Axis = 1.667 ft Footingkn Thices = 10.0 in Pedestal dimensions... X �� " px:parallel to X-X Axis = in i� �� " _: pz:parallel to Z-Z Axis =_ in iot: m cni Height in Rebar Centerline to Edge of Concrete. m at Bottom of footing = 3.0 in r ■ l2etnfprcti�tg ,. �. ?� ,.:.3.,. . �� 1'-8-i/16" w .. ii - Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z Z Axis »»,r �t , r £ ij «+ Number of Bars = 2.0 fw; 4 ,r �n is Reinforcing Bar Sia = # 4 , ';- 2 °e' ,,: Bandwidth Distribution Check (ACI 15.4.4.2) imulii #'i••d `' ' Direction Requiring Closer Separation n/a <� Z-Z Sin L�wng to,xmviiirai #Bars required within zone n/a #Bars required on each side of zone n/a 1 D Lr L S W E H P:Column Load = 2.950 1.610 0.810 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft k V-x = V-z = k 400c0Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 0 7140 SW Queen Lanek Engineer: DMH Project ID: 1150 ,,,,,,,,v.„... ) Beaverton,OR 97008ProjectDescr. Tuckunder Cottages(60 series) -0 den nis(971)645@vistas901tructural.com y�.y..�^' Printed:20 JAN 2015,10:47PM eue u Qo �n 1 _ y - RRCALC NC-15812014 C 1 -2014 Buid€"1 ?�I18 V zt4 er,6 1ERCAL ,It C 158 2014 Bui8�6.1?41118,7� 141125, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage DESIGN SUMMARY . . H. - Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9180 Soil Bearing 1.836 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- 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 0.1655 Z Flexure(+X) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 Z Flexure(-X) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1655 X Flexure(+Z) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 X Flexure(-Z) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+X) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-X) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.180 2-way Punching 29.574 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H Detailed Results , '$ . Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Overturning Stability y„ . Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stabrlrtyf 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? in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 0.5163 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.40D+1.60H. 0.5163 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8151 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8151 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.205+E+1.60H 0.5634 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.40D+1.60H 0.5163 -X Bottom 0.216 Min Temp% 0.240 4.926 OK I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ! - 7140 SW Queen Lane Engineer: DMH Project ID: 1150 t Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,1047P Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 51/2"x 191/2"glulam beam above garage Z-Z,+1.40D+1.60H 0.5163 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) g -11614 3� (971)645-0901 jSr . i7 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM 150-06 erneraj Footing c oiac 1 ' ' s 14 a ver s 1, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5112"x 19 1/2"glulam beam above garage Fooling Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? inA2 in"2 inA2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8151 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8151 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.7051 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7051 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L-0.50S+W+1.60H 0.5938 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.5634 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z, +0.90D+W+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z Z,+0 90D+E+0 90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK . One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.424 psi 4.424 psi 4.424 psi 4.424 psi 4.424 psi 82.158 psi 0.05385 OK +1.20D+0.50Lr+1.60L+1.60H 6.552 psi 6.552 psi 6.552 psi 6.552 psi 6.552 psi 82.158 psi 0.07974 OK +1.20D+1.60L+0.505+1.60H 6.985 psi 6.985 psi 6.985 psi 6.985 psi 6.985 psi 82.158 psi 0.08502 OK +1.20D+1.60Lr+0.50L+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+1.60Lr+0.50W+1.60H 3.792 psi 3.792 psi 3.792 psi 3.792 psi 3.792 psi 82.158 psi 0.04616 OK +1.20D+0.50L+1.60S+1.60H 6.043 psi 6.043 psi 6.043 psi 6.043 psi 6.043 psi 82.158 psi 0.07355 OK +1.20D+1.605+0.50W+1.60H 5.18 psi 5.18 psi 5.18 psi 5.18 psi 5.18 psi 82.158 psi 0.06305 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+0.50L+0.50S+W+1.60H 5.088 psi 5.088 psi 5.088 psi 5.088 psi 5.088 psi 82.158 psi 0.06193 OK +1.20D+0.50L+0.20S+E+1.60H 4.828 psi 4.828 psi 4.828 psi 4.828 psi 4.828 psi 82.158 psi 0.05876 OK +0.90D+W+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK +0.90D+E+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK Punching Shear. All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 18.73 psi 164.317 psi 0.114 OK +1.20D+0.50Lr+1.60L+1.60H 27.737 psi 164.317 psi 0.1688 OK +1.20D+1.60L+0.50S+1.60H 29.574 psi 164.317 psi 0.18 OK +1.20D+1.60Lr+0.50L+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+1.60Lr+0.50W+1.60H 16.054 psi 164.317 psi 0.0977 OK +1.20D+0.50L+1,605+1.60H 25.583 psi 164.317 psi 0.1557 OK +1.20D+1.605+0.50W+1.60H 21.932 psi 164.317 psi 0.1335 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+0.50L+0.50S+W+1.60H 21.542 psi 164.317 psi 0.1311 OK +1.20D+0.50L+0.20S+E+1.60H 20.44 psi 164.317 psi 0.1244 OK +0.90D+W+0.90H 12.041 psi 164.317 psi 0.07328 OK +0.90D+E+0.90H 12.041 psi 164.317 psi 0.07328 OK y Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM 'A, € Psersu nal0ocll4"--W�- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath t1 e :'':feign Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0.195)L(0.13)S(0.325 + V V $ t A 2-2‘6 A Span=2.5011 .5kPpitecl4 , ,_ ,E„ ,, Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft `ttaidkla.MARY Desi.n OK Maximum Bending Stress Ratio = 0.24T. 1 Maximum Shear Stress Ratio = 0.187: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 332.39 psi fv:Actual = 38.70 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection - 0.004 in Ratio= 6948 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 4211 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 tb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.115 0.087 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1053.00 0.15 14.07 162.00 +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=2.50 ft 1 0.172 0.130 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.25 201.45 1170.00 0.26 23.45 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.083 0.063 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1462.50 0.15 14.07 225.00 +D+S+4-j 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.240 0.181 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.41 322.31 1345.50 0.41 37.52 207.00 +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=2.50 ft 1 0.124 0.094 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.30 1462.50 0.23 21.11 225.00 +1J+0.750L+0.750541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.247 0.187 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.42 332.39 1345.50 0.43 38.70 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 971)645-0901 8 St j dermis@vistastructural.com „ Printed 20 JAN 2015,1D47PM QQ� B$aitxl1e C:tUsersSr}eririisUIOCUA 11ENERCA 1S11S0.e�6. .rte.� .. - C;I CC,1983-2014,Bu�S.1411.18 Verb14'11.1$ r` tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath 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 +0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.065 0.049 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1872.00 0.15 14.07 288.00 +4J+0.70E 41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.065 0.049 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1872.00 0.15 14.07 288.00 +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=2.50 ft 1 0.097 0.073 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.30 1872.00 0.23 21.11 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.178 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 332.39 1872.00 0.43 38.70 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.178 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 332.39 1872.00 0.43 38.70 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.039 0.029 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 72.52 1872.00 0.09 8.44 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.039 0.029 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 72.52 1872.00 0.09 8.44 288.00 OverallMaximumDeflections 0: , Load Combination Span Max."-"Dell. Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0071 1.259 0.0000 0.000 Vert cal'Reacti0ns Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.146 0.146 +D+H 0.244 0.244 +D+L+H 0.406 0.406 +D+Lr+H 0.244 0.244 +D+S+H 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 +D+0.750L+0.750S+H 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+0.750Lr+0.750L+0.450W+H 0.366 0.366 +D+0.750L+0.750S+0.450W+H 0.670 0.670 +D+0.750L+0.750S+0.5250E+H 0.670 0.670 +0.60D+0.60W+0.60H 0.146 0.146 +0.600+0.70E+0.60H 0.146 0.146 D Only 0.244 0.244 Lr Only L Only 0.163 0.163 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com -.....:.. Printed:20 JAN 2015,10:47PM igo P ,e z ,ti; NA s,. t ��. w. $ 5... ., 0' i <�t `;43910:4'i#' . „ flla,:� �i Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of laundry room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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(0.195)L(0.13)S(0.325) * i i V V • • • • 2-2x6 • • • • Span=3.0ft •• •_`®p 1 '13th , a . ' , ,4 g Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft F1}ESIGN511tAMW # ', t ,. Desi•n OK Maximum Bending Stress Ratio = 0.355 1 Maximum Shear Stress Ratio = 0.248 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 • fb:Actual = 478.64 psi fv:Actual = 51.24 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination 1D+0.750L+0.750S+1-1 Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.500ft 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 0.009 in Ratio= 4021 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.015 in Ratio= 2437 Max Upward Total Deflection 0.000 in Ratio= 0<240 .;',WI!liitiitta11C 4404,311 tl rttlMf 11�`!t111 0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb Fb V fv Fv +D++l 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.165 0.115 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1053.00 0.20 18.63 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.248 0.173 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.37 290.08 1170.00 0.34 31.06 180.00 +D+Lr++1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.119 0.083 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1462.50 0.20 18.63 225.00 +lJ+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.345 0.240 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.59 464.13 1345.50 0.55 49.69 207.00 +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=3.0 ft 1 0.179 0.124 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.07 1462.50 0.31 27.95 225.00 +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=3.0 ft 1 0.356 0.248 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.60 478.64 1345.50 0.56 51.24 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D to. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 isi Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t - (971)645-0901 '; "`' 9 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM o'd Beam t . � -CgJsersuemisiDOCU -�tyENERCA �aso.ec6 r.,,... ,=. ..3 .7-,,,w, s:, <..� . ...: 1983-201488414118Ver&1411,18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of laundry room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv Fv +D+0.60W-41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.093 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1872.00 0.20 18.63 288.00 +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=3.0 ft 1 0.093 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1872.00 0.20 18.63 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.139 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.07 1872.00 0.31 27.95 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.256 0.178 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 478.64 1872.00 0.56 51.24 288.00 +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=3.0 ft 1 0.256 0.178 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 478.64 1872.00 0.56 51.24 288.00 +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=3.0 ft 1 0.056 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 104.43 1872.00 0.12 11.18 288.00 +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=3.0 ft 1 0.056 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 104.43 1872.00 0.12 11.18 288.00 Overall Maximum Defilecticns ,, b, ., '- Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0148 1.511 0.0000 0.000 Vertical Re40,0nS Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.804 0.804 Overall MINimum 0.176 0.176 +D+H 0.293 0.293 +O+L+H 0.488 0.488 +D+Lr+H 0.293 0.293 +D+S+H 0.780 0.780 +D+0.750Lr+0.750L+H 0.439 0.439 +D+0.750L+0.750S41 0.804 0.804 +D+0.60W+H 0.293 0.293 +D+0.70E+H 0.293 0.293 +D+0.750Lr+0.750L+0.450W+H 0.439 0.439 +D+0.750L+0.750S+0.450W+H 0804 0.804 +D+0.750L+0.750S+0.5250E+H 0.804 0.804 +0.60D+0.60W+0.60H 0.176 0.176 +0.60D+0.70E+0.60H 0.176 0.176 D Only 0.293 0.293 Lr Only L Only 0.195 0.195 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 ( ,,,,,, d' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 '''''4'3'7,,,- .... den nis@vistastructural.com Printed 20 JAN 2015,10:47PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of bedroom#4 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.185)L( 3}S(0.325} • • fig, s • • ,:., , •..ueS. .vu4d,, ....A ...., , . r re-naarhn t{..R”k a..m ...,, , ,,:.,,,, w: , f • •• • A 2-2x8 A • • • • Span=5.50 ft • i 1 a(5 At Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft 7?FSTtsi diIM I . , N `" Design OK • Maximum Bending Stress Ratio = 0.745: 1 Maximum Shear Stress Ratio = 0.384 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 925.84 psi fv:Actual = 79.43 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+1-1 Load Combination +0+0.750L+0.750S+}i Location of maximum on span = 2.750ft Location of maximum on span = 4.898 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio= 1494 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 905 • Max Upward Total Deflection 0.000 in Ratio= 0<240 • • i Maximum 'asv toad{�it1mbJna�ns z'. 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 Fv +1341 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.346 0.178 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 972.00 0.42 28.88 162.00 +0+L41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.520 0.267 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.23 561.12 1080.00 0.70 48.14 180.00 +1J+Lr+4-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.249 0.128 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1350.00 0.42 28.88 225.00 +3+541 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.723 0.372 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.97 897.79 1242.00 1.12 77.02 207.00 +0+0.750Lr+0.750L+1-1 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.374 0.193 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.11 505.01 1350.00 0.63 43.33 225.00 +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=5.50 ft 1 0.745 0.384 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.03 925.84 1242.00 1.15 79.43 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 040 ' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 x Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 000 dennis@vistastructural.com �`4 „��.« ''J Printed 20 JAN 2015,10:47PM Wood Beam. Fde=G:\Users1Dennis}DOCUlE 13ENERCA-111150ec& tdERCALC,I C 1983-2014,8uid;6.14:79I8,Ve%6141118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of bedroom#4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M tb Fb V tv Fv +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=5.50 ft 1 0.195 0.100 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +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=5.50 ft 1 0.195 0.100 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +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=5.50 ft 1 0.292 0.150 1.60 1200 1.00 1.00 1.00 1.00 1.00 1.11 505.01 1728.00 0.63 43.33 288.00 +D+0.750L+0.7505+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.536 0.276 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.03 925.84 1728.00 1.15 79.43 288.00 +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=5.50 ft 1 0.536 0.276 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.03 925.84 1728.00 1.15 79.43 288.00 +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=5.50 ft 1 0.117 0.060 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.00 1728.00 0.25 17.33 288.00 +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=5.50 ft 1 0.117 0.060 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.44 202.00 1728.00 025 17.33 288.00 overall-Maximun efie'c ons ,. , Load Combination Span Max. Dell Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0729 2.770 0.0000 0.000 Vertical Reactions notation:Far left is#1 Values in KIPS p�„ Load Combination Support ort 1 Su rt 2 Overall MAXimum 1.475 1.475 Overall MINimum 0.322 0.322 +D+H 0.536 0.536 +D+L+H 0.894 0.894 +D+Lr+H 0.536 0.536 +D+S+H 1.430 1.430 +0+0.750Lr+0.750L41 0.804 0.804 +D+0.750L+0.750S+H 1.475 1.475 +0+0.60W41 0.536 0.536 +D+0.70E+H 0.536 0.536 +D+0.750Lr+0.750L+0.450W+H 0.804 0.804 +D+0.750L+0.750S+0.450W+H 1.475 1.475 +D+0.750L+0.750S+0.5250E+H 1.475 1.475 +0.60D+0.60W+0.60H 0.322 0.322 +0.60D+0.70E+0.60H 0.322 0.322 D Only 0.536 0.536 Lr Only L Only 0.358 0.358 S Only 0.894 0.894 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ' 4 7140 SW Queen LaneEnglneer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Bennis@vistastructural.com Printed:20 JAN 2015,10:47PM x r ..,-„ 'tx A I M 3 i, . -', _ illV r +. �1�Z � i �A�V11 3� �i3.<>Lic.#:KW-06010523 ,.vim Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.195)L(0.13)S(0.325) • r ra s r-G . • . i-` x�. .�:'� s.i a„--r, y; ,,, ' .r ,,,..., .,ate,.,--..� ..>+ ;:K cn"'"Br`'.. • • • •• A2 A • • • • • • Span=4.50 ft • RE 11Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft tJE5161& UMMARYI Desi*n OK Maximum Bending Stress Ratio = 0.499: 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 619.78 psi fir:Actual = 61.35 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +Q+0.750L+0.750S+H Load Combination +0+0.750L+0.750S+H Location of maximum on span = 2.250ft 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 0.020 in Ratio= 2729 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • • Max Downward Total Deflection 0.033 in Ratio= 1654 • Max Upward Total Deflection 0.000 in Ratio= 0<240 • ��um .:'...etre s a C mbi 4. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb Fb V fir Fv +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.232 0.138 0.90 1200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 972.00 0.32 22.31 162.00 +D+L+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.348 0.207 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.82 375.62 1080.00 0.54 37.18 180.00 +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 0.167 0.099 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 1350.00 0.32 22.31 225.00 +D+S+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.484 0.287 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.32 601.00 1242.00 0.86 59.49 207.00 +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=4.50 ft 1 0.250 0.149 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.74 338.06 1350.00 0.49 33.46 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.499 0.296 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1242.00 0.89 61.35 207.00 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) io j (971)645-0901 dennis@vistastructural.com e, Printed:20 JAN 2015,10:47 PM uu, --,, ' nle=C 8Jse DennisSDOCUAE-itENERCA 111150.ec6 its . , ,, . _ _ = . -ENERC ,INC:1 201460de,.141118 a 3411.18,,.-`. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan 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 fir Pv 40+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.130 0.077 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 1728.00 0.32 22.31 288.00 +0+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.130 0.077 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 1728.00 0.32 22.31 288.00 +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 0.196 0.116 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 338.06 1728.00 0.49 33.46 288.00 +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 0.359 0.213 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1728.00 0.89 61.35 288.00 +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 0.359 0.213 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1728.00 0.89 61.35 288.00 +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 0.078 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 135.22 1728.00 0.19 13.38 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.078 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 135.22 1728.00 0.19 13.38 288.00 4$1iiill Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 40+0.750L+0.750S+0.5250E+H 1 0.0326 2.266 0.0000 0.000 Vertical Reactions t '� mr Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.207 1.207 Overall MINimum 0.263 0.263 +D41 0.439 0.439 +D+L+H 0.731 0.731 +D+Lr+H 0.439 0.439 +0+541 1.170 1.170 +D+0.750Lr+0.750L+FI 0.658 0.658 +0+0.750L+0.750S+H 1.207 1.207 +D+0.60W+H 0.439 0.439 40+0.70E41 0.439 0.439 +D+0.750Lr+0.750L+0.450W+H 0.658 0.658 +0+0.750L+0.750S+0.450W41 1.207 1.207 #O+0.750L+0.750S+0.5250E41 1.207 1.207 +0.60D+0.60W+0.60H 0.263 0.263 +0.60D+0.70E+0.60H 0.263 0.263 D Only 0.439 0.439 Lr Only L Only 0.293 0.293 S Only 0.731 0.731 W Only E Only H Only j Vista Structural Engineering,LLC Project Title: Plans 60A,B,D / 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 "_ e dennis@vistastructural.com Prin'ed:20 JAN 2015,10:47PM f p ? P r�t a d mo� < ,7,..i, c €& n4]OCu*N,tA It�, c t a rn. -4; M,r�i, a � .0r :tar .i � , ,,, e #4>440,0t;.74010t W;: tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 6068D:beam at right side of kitchen I.« „141-a-- „'fir, .. ,. .T Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrII 1,350.0 psi Eminbend-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 0)0.745)x(0.13)5(0.325) • • i i i i V • i i oro.195)L(044) i i • i i 0)i) V • • V • • € fi • A A • z-2c4 •• • • • Span=3.5011 iy T I M" 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=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof) 1:llES1GIJ UAfMA' N Desi•n OK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56 psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H • Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307 • Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.025 in Ratio= 1689 • 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 Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.320 0.218 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 972.00 0.51 35.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.657 0.447 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.55 709.56 1080.00 1.17 80.46 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +1)+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +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 LjVista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) I (971)645-0901 _ '' Pre dennis@vistastructural.com Printed:20 JAN 2015,1D:47PM ,iii • Moog BeaM' .EN>aRCAL�,NC -201144 Bu 41108,CVm-&14.1118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of kitchen Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +040.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +D+0.60W4I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.70E+41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +0+0.750Lr+0.750L+0.450W+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +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=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +D+0.750L+0.750S+0.5250E+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +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=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 40.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 OtreraH Maxlmum''Defleccfisans Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+1-1 1 0.0249 1.763 0.0000 0.000 --,,.Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Overall MINimum 0.467 0.467 +1)+4i 0.779 0.779 +D+L+H 1.776 1.776 +D+Lr+H 0.779 0.779 +D+S+H 1.347 1.347 +D+0.750Lr+0.750L+H 1.527 1.527 +0+0.750L+0.750S+1-1 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+FI 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 , +0.60D+0.60W+0.60H 0.467 0.467 • +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D r 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) O (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM 44= # 41 " 41' arm _ u sG�,' �= '''Yj ` kOP.enn " 'i EMW 1 8 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of powder room )r� �E,�4*T .M i `9 Y 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 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.195)L(0.13)5(0.305) $ V V V * + V D(0.15511,L)0.44) * V * + D(008) + • • A A 0aB 0p n=3.50R EA1661111641perepZP 84,,Z17,WA 1471,111 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=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) i DiES/GMtfij41MA 217 may,. �r £ Ta 7 . Desi'nOK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56 psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.025 in Ratio= 1689 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 CI_ M ib Fb V Iv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.320 0.218 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 972.00 0.51 35.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.657 0.447 1.00 1200 1.00 1.00 1.00 1.00 1.00 1.55 709.56 1080.00 1.17 80.46 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 3527 225.00 +D+S4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ,- Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) slillt � (971)645-0901 dennis@vistastructural.com Prind:20 JAN 2015,1047P Wood Beam ENERCALC INC 1983-2014 u 4.1 18 v .141118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of powder room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd Cm Ci Cr Cm C t CL M lb Fb V fv Fv Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +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=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +0+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +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=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 Overall Maximum Deflections l Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Veifica1'Reactions , , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Overall MINimum 0.467 0.467 +D+H 0.779 0.779 +D+L+H 1.776 1.776 +D+Lr+H 0.779 0.779 +D+5+1-1 1.347 1.347 +D+0.750Lr+0.750L+H 1.527 1.527 +D+0.750L+0.750S+11 1.953 1.953 +D+0.60W+1-1 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+11 1.527 1.527 +D+0.750L+0.750S+0.450W4f 1.953 1.953 +0+0.750L+0.750S+0.5250E41 1.953 1.953 +0.600+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 %,,,,,( ` Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10.47PM tic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:beam at right side of entry "WOW-*gtigate4:rf!:AA.A7Ata4:fgp,o,,g 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 D(0.195)L(0.13)S(0.325) + t D 0.165 L 0.44 • • r. 1.43) D(0.08) j * V V i V • • • • 3.5x9 • Span=6.50fl n44ym x - £ 5 yr 40W, ' �x4te- = Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0->>4.250 ft, Tributary Width=11.0 ft Point Load: D=0.5360, L=1.430 k @ 4.250 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) PbtglaitriiiikiAtitFA k Design OK Maximum Bending Stress Ratio = 0.72& 1 Maximum Shear Stress Ratio = 0.565 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 1,746.81 psi fv:Actual = 149.74 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D L+H Location of maximum on span = 3.701 ft Location of maximum on span = 5.765 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.080 in Ratio= 971 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.140 in Ratio= 557 Max Upward Total Deflection 0.000 in Ratio= 0<240 3a[la, ttl� 0: a 01 i s rc titril Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.322 0.254 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 2160.00 1.27 60.53 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.728 0.565 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.88 1,746.81 2400.00 3.14 149.74 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.232 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3000.00 127 60.53 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.409 0.326 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.44 1,128.61 2760.00 2.09 99.45 304.75 +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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D t,) v 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) " (971)645-0901 dennis@vistastructural.com ��," Printed:20 JAN 2015,10:47 PM ,, t VD00O3b 91ENER,C 9503 eC6 Afflo-putBeam f ENERCALC INC 1983-2014 Bu8&141118,' 6.14.11.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv Fv Length=6.50 ft 1 0.494 0.385 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.84 1,483.41 3000.00 2.68 127.44 331.25 +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 Length=6.50 ft 1 0.654 0.514 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 2760.00 3.29 156.62 304.75 +13+0.60W4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.181 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3840.00 1.27 60.53 424.00 +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=6.50 ft 1 0.181 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3840.00 1.27 60.53 424.00 +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=6.50 ft 1 0.386 0.301 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.84 1,483.41 3840.00 2.68 127.44 424.00 +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=6.50 ft 1 0.470 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 3840.00 3.29 156.62 424.00 +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=6.50 ft 1 0.470 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 3840.00 3.29 156.62 424.00 +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=6.50 ft 1 0.109 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 416.70 3840.00 0.76 36.32 424.00 +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=6.50 ft 1 0.109 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 416.70 3840.00 0.76 36.32 424.00 Overall MaxirnumDeflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.7505+0.5250E41 1 0.1399 3.297 0.0000 0.000 Vertical Reactions .,., , „, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.976 3.742 Overall MINimum 0.931 0.884 +D+H 1.551 1.473 +D+L+H 3.727 3.442 +D+Lr+H 1.551 1.473 +D+S+H 2.608 2.530 +D+0.750Lr+0.750L4l 3.183 2.950 +D+0.750L+0.750S+H 3.976 3.742 +D+0.60W+H 1.551 1.473 +D+0.70E+H 1.551 1.473 +O+0.750Lr+0.750L+0.450W4l 3.183 2.950 +0+0.750L+0.7505+0.450W+H 3.976 3.742 +0+0.750L+0.750S+0.5250E+1-1 3.976 3.742 +0.60D+0.60W+0.60H 0.931 0.884 +0.60D+0.70E+0.60H 0.931 0.884 D Only 1.551 1.473 Lr Only L Only 2.176 1.969 S Only 1.056 1.056 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 5dennis@vistastructural.com ,..,,,.::.,,,.- Printed:20 JAN 2015,10-47PM W . . 40111400; .' &t t � : '- 3:4 ,a 2014 ri . Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:beam at left side of great room above bumpout Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrII 1,350.0 psi Eminbend-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 s� • • D,1,0.1651,L(0.4, L(1.43) D(0 08) i i V $ • :.:� a Uzi • f • • • A 2-2x12 • Span=4.50 ft • 1fit[)LOad8 v1 , " `� Service loads entered.Load Factors will be applied for calculation: �, ,,, 4'4, , .y._. .,eg.0. r..w A. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0->>2.250 ft, Tributary Width=11.0 f1 Point Load: D=0.5360, L=1.430 k @ 2.250 ft Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft,(roof above bumpout) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) <�. 5s DesignOK =DESIGN°�f1MMAR.Y = �.�.� y• -� .., �. Maximum Bending Stress Ratio = 0.865: 1 Maximum Shear Stress Ratio = 0.499 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 778.21 psi fv:Actual = 89.88 psi FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+1.+H Load Combination +D+L+H Location of maximum on span = 2.250ft 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 0.014 in Ratio= 3858 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.025 in Ratio= 2189 Max Upward Total Deflection 0.000 in Ratio= 0<240 i i 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 N Pv +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.377 0.221 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 810.00 0.81 35.82 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.865 0.499 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.10 778.21 900.00 2.02 89.88 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.271 0.159 125 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1125.00 0.81 35.82 225.00 +0+S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.469 0.279 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.56 485.15 1035.00 1.30 57.71 207.00 Vista Structural Engineering,LLC0,•L Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH40641 Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ,,,,............0) (971)645-0901 dennis@vistastructural.com °* .•.w-µ` Printed:20 JAN 2015,10:47PM VH00 Beam`. ,< .r'r.,. wo u taia , File �1tlsersUknnis �1 M,.��. , ,,.;ercntC�i�.isl�3-;�a�»u�s.a4i�[ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of great room above bumpout Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Fb V fv Fv +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=4.50 ft 1 0.587 0.339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.48 659.95 1125.00 1.72 76.36 225.00 +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=4.50 ft 1 0.768 0.448 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1035.00 2.09 92.79 207.00 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.212 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1440.00 0.81 35.82 288.00 +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=4.50 ft 1 0.212 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1440.00 0.81 35.82 288.00 +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=4.50 ft 1 0.458 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.48 659.95 1440.00 1.72 76.36 288.00 +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=4.50 ft 1 0.552 0.322 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1440.00 2.09 92.79 288.00 +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=4.50 ft 1 0.552 0.322 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1440.00 2.09 92.79 288.00 +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=4.50 ft 1 0.127 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.09 1440.00 0.48 21.49 288.00 +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=4.50 ft 1 0.127 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.09 1440.00 0.48 21.49 288.00 01+era1)MaxiimurnDe#lect'ians , 3 Load Combination Span Max. -"Dell Location in Span Load Combination Max."+"Dell Location in Span +0+0.750L+0.7505+0.5250E41 1 0.0247 2.234 0.0000 0.000 .;Vertica''ReaCIOnS ` • t.`, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.201 2.644 Overall MINimum 0.753 0.642 +D+H 1.255 1.070 +D+L+H 3.005 2.325 +D+Lr+H 1.255 1.070 +D+5+-I 2.099 1.913 +D+0.750Lr+0.750L+H 2.568 2.011 +D+0.750L+0.750S+H 3.201 2.644 +D+0.60W+H 1.255 1.070 +D+0.70E+4-1 1.255 1.070 +D+0.750Lr+0.750L+0.450W+H 2.568 2.011 +0+0.750L+0.7505+0.450W4l 3.201 2.644 +0+0.750L+0.7505+0.5250E+H 3.201 2.644 +0.60D+0.60W+0.60H 0.753 0.642 +0.60D+0.70E+0.60H 0.753 0.642 D Only 1.255 1.070 Lr Only L Only 1.750 1.255 S Only 0.844 0.844 W Only E Only H Only Vista StructuralEngineering,LLC Project Title: Plans 60A,B,D (41,..4:00000).1 7140SWQueenLaneEngineer: DMHProject ID: 1150 Beaverton,OR 97008Project Descr. Tuckunder Cottages(60 series)(971)645-0901 dennis@vistastructural.com w.: ' Rioted 20 JAN 2015,10:47PM iiitao. f tr z , �t a on E n c3401 ennis"iDOG14 E01411160: ' .s4*Ml . � t��, _ 7x. ,n « ;aS . 2rd����- .�ib"i4x ��� i 8 � I1 .��f1 04 w .Lic.#:KW-06010523 Licensee :Vista Structural Engineering,LLC Description: 60B&D:beam at back left of great room -I° !,::.':44.0itCE• , , sem.. A, u l 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D01195)1_0.15)5(0.325) • + + 0(0.165)L(0.44) 11 V V V IXV V V „. A•• zb6 Span=3.01t • ltd ligi ,i A ,5 ?gig 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=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DES1GN'St1MMAftY M'` :k t Design OK Maximum Bending Stress Ratio = 0.773 1 Maximum Shear Stress Ratio = 0.538 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 904.78 psi fv:Actual = 96.86 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+1.+H Load Combination +D+L+H Location of maximum on span = 1.500ft 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 0.016 in Ratio= 2292 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 1172 Max Upward Total Deflection 0.000 in Ratio= 0<240 • i t z £&5 eforjr l 1=ri'sW Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.376 0.262 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1053.00 0.47 42.40 162.00 +D+L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.773 0.538 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.14 904.78 1170.00 1.07 96.86 180.00 +D+Lr+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.271 0.188 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1462.50 0.47 42.40 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.510 0.355 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.86 686.10 1345.50 0.81 73.45 207.00 +0+00.750Lr+0.750L+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: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) .4 (971)645-0901 dennis@vistastructuraLcom Punted:20 JAN 2015,10.47PM {r!� 8�+ .._ ,. , INC 401ERCA 111150ec6 ENERC -C IC1983204 B 4111$Ver6f41318s, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at back left of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Pb V fv Fv Length=3.0 ft 1 0.532 0.370 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.98 777.59 1462.50 0.92 83.25 225.00 +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=3.0 ft 1 0.740 0.515 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1345.50 1.17 106.54 207.00 +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=3.0 ft 1 0212 0.147 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1872.00 0.47 42.40 288.00 +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=3.0 ft 1 0.212 0.147 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1872.00 0.47 42.40 288.00 +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=3.0 ft 1 0.415 0.289 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 777.59 1872.00 0.92 83.25 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.532 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1872.00 1.17 106.54 288.00 +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=3.0 ft 1 0.532 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1872.00 1.17 106.54 288.00 +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=3.0 ft 1 0.127 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 0.28 25.44 288.00 +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=3.0 ft 1 0.127 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 0.28 25.44 288.00 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.672 1.672 Overall MINimum 0.399 0.399 +D+H 0.666 0.666 +D+L+H 1.521 1.521 +D+Lr+H 0.666 0.666 +D+S+H 1.153 1.153 +D+0.750Lr+0.750L+H 1.307 1.307 +D+0.750L+0.750S+H 1.672 1.672 +D+0.60W+H 0.666 0.666 +D+0.70E+H 0.666 0.666 +D+0.750Lr+0.750L+0.450W+H 1.307 1.307 +D+0.750L+0.750S+0.450W+H 1.672 1.672 +D+0.750L+0.7505+0.5250E+H 1.672 1.672 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0.399 0.399 D Only 0.666 0.666 Lr Only L Only 0.855 0.855 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D U7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008Project Descr. Tuckunder Cottages(60 series) (971)6454)901 dermis@vistastructural.com Printed'.20 JAN 2015,10:47PM Iwo , ; , f, fin ., C..,," k, a..v,mr,, ., �.,.; ; _, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LL Description: 60B&D:beam at front left of bonus room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0195)L+3)5(0.325) • • 0(0.185,i,L)0.44) V i i wit i i • s2»"''u..a uora.c a ,... ,„,acs,.. ...,. ,�„..i • • • • waxy✓ Span=3.50 R :APP. ...,. . � .,. L W ,y 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=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) ESI�SU�ARY, DesianOK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.447: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56 psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span. = 2.900 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 1689 • • Max Upward Total Deflection 0.000 in Ratio= 0<240 •S' iiiiii 01t" 4c SU F.:..r ya'µ: ;°;'''N'ttttrnb'';''''1,t1;'';"'At;:WfrSl Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t CL M fb Fb V fv Fv +041 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.320 0.218 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 972.00 0.51 35.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.657 0.447 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.55 709.56 1080.00 1.17 80.46 180.00 +D+Lr+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +D+S+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +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 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM ii i'i Biii r C->u 11 nn )DOcua-a RCA-n115aecs , ----:,,:i,, ,,,,_;!.-J,"1',,,:, x .. ..- ...,a........m., ENERGALC;INC 1983.2014,Builds.14111a8,Vet=.040L18,...s, Lic.#:K -06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front left of bonus room 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 ib Fb V fv Pv Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +1)+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +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=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.750Lr+0.750L+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +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=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +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=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 OverallMlilaxitnurn Deflections Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Vertical.Recti0s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Overall MINimum 0.467 0.467 +D+H 0.779 0.779 +D+L+H 1.776 1.776 +D+Lr+H 0.779 0.779 +3+5+H 1.347 1.347 +0+0.750Lr+0.750L+H 1.527 1.527 +0+0.750L+0.750S4l 1.953 1.953 40+0.60W41 0.779 0,779 +0+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com °,.,>._.._ Printed:20 JAN 2015,10:47PM ��,tt ,: „m . of . ill„ ✓gid s;` _ % CAf.0 LNC, 14;;Niot .44 0 4. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of great room y,'�'Mitt~ $`^r' ',L,. s.'��`c`.?TIn. .. • Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(o.03)L(o.02)S(0.05) + i V V $ • 0(0.075 L(02) $ i ID(0i08)e) V $ • ...xx•..,>mx,,a -;::;;;;':,1::;::Amu, r s,.�.. ,r.,..,a,. .za, s • • AA• 22X8• • Span=5.0 R '^.z"-.�` r^ 'ate" �'w�,. y t` F 40#t* r . ,,w , ' �` sz t Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=2.0 ft,(roof load) 7E 7G}1 J�,4RY x Design OK Maximum Bending Stress Ratio = 0.535: 1 Maximum Shear Stress Ratio = 0.294: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 577.88 psi fv:Actual = 53.01 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H 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 0.020 in Ratio= 2939 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 • Max Downward Total Deflection 0.038 in Ratio= 1596 •• Max Upward Total Deflection 0.000 in Ratio= 0 <240 • ;re 1111 � lt0t3 O t° jrbi t q Load Combination Max Stress Ratios n 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 iv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.272 0.149 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 972.00 0.35 24.21 162.00 40+14{1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.535 0.294 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.27 577.88 1080.00 0.77 53.01 180.00 +1J4r+1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.196 0.108 1.25 1200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 1350.00 0.35 2421 225.00 +0+541 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.270 0.149 1.15 1200 1.00 1.00 1.00 1.00 1.00 0.73 335.32 1242.00 0.45 30.76 207.00 +13+0.750Lr+0.750L+1-1 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.370 0.204 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.09 499.41 1350.00 0.66 45.81 225.00 ,:li p Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 StBeaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 40 (971)645-0901 a A 7"-- dennis@vistastructural.com - ,: .«. ^'' Printed:20 JAN 2015,10:47PM x ,C:%USe1S11ilatDOClit.E"1SENERGA,3t�11S©.ecs . it oou eai11 ER ,LC:INC 19832014eu8d:&141118 VerA14;1118' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +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=5.0 ft 1 0.445 0.245 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1242.00 0.74 50.72 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.153 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 1728.00 0.35 24.21 288.00 4040.70E41 1.200 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 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 1728.00 0.35 24.21 288.00 +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=5.0 ft 1 0.289 0.159 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 499.41 1728.00 0.66 45.81 288.00 +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=5.0 ft 1 0.320 0.176 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1728.00 0.74 50.72 288.00 +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=5.0 ft 1 0.320 0.176 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 -552.91 1728.00 0.74 50.72 288.00 +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=5.0 ft 1 0.092 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.35 158.38 1728.00 0.21 14.53 288.00 +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=5.0 ft 1 0.092 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.35 158.38 1728.00 0.21 14.53 288.00 Overall Maximum Deflections •,...,:,:,,„',.,:;;;:515.1A,134-. ., Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span +04+1-1 1 0.0376 2.518 0.0000 0.000 Vertical React10i15 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.013 1.013 Overall MINimum 0.125 0.125 +D+H 0.463 0.463 +D+L++t 1.013 1.013 +D+Lr+H 0.463 0.463 +D+S+H 0.588 0.588 +0+0.750Lr+0.750L+1-1 0.875 0.875 +0+0.750L+0.750S+H 0.969 0.969 +0+0,60W+1i 0.463 0.463 +D+0.70E+H 0.463 0.463 +D+0.750Lr+0.750L+0.450W+H 0.875 0.875 +D+0.750L+0.750S+0.450W+H 0.969 0.969 +D+0.750L+0.750S+0.5250E+H 0.969 0.969 +0.60D+0.60W+0.60H 0.278 0.278 +0.60D+0.70E+0.60H 0.278 0.278 D Only 0.463 0.463 Lr Only L Only 0.550 0.550 S Only 0.125 0.125 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 f ;, Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com . . Printed:20 JAN 2015,10:47PM ,,,,,,,.,,,, ,,,,,, MS,,, � � y%fi ��5c a � �r 10 ”' Wl �� �Cr � � Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling * 0(0.09)((0.06)3(0 15) y i i i V 0(0.045)L(0.12) 0(0.06) i V V i V • j fk i • 2.26 span=3.50 ft l -" 8 x ` @ t Service loads entered.Load Factors will be applied for calculation: FORIIIUniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=3.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft,(roof load) bttiI?1f �VirAili _ T I Design OK m MaximuBending Stress Ratio = 0.418 1 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 561.88 psi fv:Actual = 54.78 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 4572 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 1779 Max Upward Total Deflection 0.000 in Ratio= 0<240 • f.qIIt3C fTlittll ItCe % c a"#r88 T ®I11 1 ri` Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.248 0.157 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1053.00 0.28 25.47 162.00 +4J+L+}1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.410 0.260 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.60 479.88 1170.00 0.51 46.79 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.179 0.113 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1462.50 0.28 25.47 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.330 0.209 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.56 443.43 1345.50 0.48 43.23 207.00 +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=3.50 ft 1 0.291 0.184 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.54 425.21 1462.50 0.46 41.46 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 "litBeaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) j (971)645-0901 Bennis@vistastructural.com �w» ^ Printed:20 JAN 2015,10.47PM iVoOd`Beartri ,r` £NERCALC,INC. 19832014,.Bui4&141 11.18,Ver 6.1 411.48 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of entry 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 Pb V fv Pv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.418 0.265 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1345.50 0.60 54.78 207.00 +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=3.50 ft 1 0.140 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1872.00 0.28 25.47 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1872.00 0.28 25.47 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.227 0.144 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.54 425.21 1872.00 0.46 41.46 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +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=3.50 ft 1 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +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=3.50 ft 1 0.084 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.72 1872.00 0.17 15.28 288.00 +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=3.50 ft 1 0.084 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.72 1872.00 0.17 15.28 288.00 :OverallMaximum`Deflections > " Load Combination Span Max. -"Deb" Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0236 1.763 0.0000 0.000 Y Support notation:Far left is#1 Values in KIPS !.4ical React Oils .-7; PP Load Combination Support 1 Support 2 Overall MAXimum 0.809 0.809 Overall MINimum 0.226 0.226 +D+H 0.376 0.376 +D+L+H 0.691 0.691 +O+Lr+H 0.376 0.376 +D+S+H 0.639 0.639 +0+0.750Lr+0.750L++1 0.613 0.613 +D+0.750L+0.750S+H 0.809 0.809 +D+0.60W+H 0.376 0.376 +D+0.70E+H 0.376 0.376 +D+0.750Lr+0.750L+0.450W+H 0.613 0.613 +D+0.750L+0.7505+0.450W41 0.809 0.809 +D+0.750L+0.750S+0.5250E+H 0.809 0.809 +0.60D+0.60W+0.60H 0.226 0.226 +0.60D+0.70E+0.60H 0.226 0.226 D Only 0.376 0.376 Is Only L Only 0.315 0.315 S Only 0263 0.263 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 •Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 142' (971)645-0901 Bennis@vistastructural.com - Printed 20 JAN 2015,10:47PM �. �', �- �s1 :`/z � '� n s q� �f1�SSSRDCt7 �, k3GA" t�.'�.?�`6 �. x;?, 11 e @ x,1"- �.F✓,i;..; ,,,-.s�a', ;�f F#- .��. _ x�A 4-',:.-.?i,h V-. 9 a C,��i�,, i,., ,..{7,'.�t '8 v f" 18.:&'" Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B:beam at left side of front porch owamtMANMPArg5t5t7 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0525)L(0.035)S(0.0875) i i i i i r;t- . o .a , • .� & �d.. "�rt.�.....„. III • i A • 4x10 • Span=15.250 fte L"tfat#5, - r ;' 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 °.,.DESlGi1 UMll t y:s; w . k ,h: Desi.nOK Maximum Bending Stress Ratio -- = 0.812 1 Maximum Shear Stress Ratio = 0.223: 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,009.07 psi fv:Actual = 46.17 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.625ft 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 0.290 in Ratio= 631 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.478 in Ratio= 382 • Max Upward Total Deflection 0.000 in Ratio= 0 <240 • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb Fb V fv Fv +04+1 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.378 0.104 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.94 972.00 0.36 16.79 162.00 +0441 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.566 0.155 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.54 611.56 1080.00 0.60 27.98 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.272 0.075 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.94 1350.00 0.36 16.79 225.00 40+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.788 0.216 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.07 978.50 1242.00 0.97 44.77 207.00 +0+0.750Lr+0.750L4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.408 0.112 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.29 550.40 1350.00 0.54 25.18 225.00 +0+0.750L+0.7505++1 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.812 0.223 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1242.00 1.00 46.17 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ) 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ,,.tie, r (971)645-0901 dennis@vistastructural.com '` ;„, Printed:20 JAN 2015,10:47PM s Z = , 1 ;cAusers nnisl�t3cuw-11ENE#2ckl)11550.ec6 Y.Yo©d Bea111 F - .,. ..`.m ,',.._ i.u.r _ . �, d_. ....i'.�,. ._' 'u, ,. ,,<ENERfJ+LC,lNG.��983-2014 Hu$rli&141118.V�`.?]4.1Y:'7$- Lic.#:'-K:{;17-1:1'4461;;10-23 5Licensee:Vista Structural Engineering,LLC Description: 60B:beam at left side of front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fb V iv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.212 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.94 1728.00 0.36 16.79 288.00 +0+0.70E41 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.212 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.94 1728.00 0.36 16.79 288.00 +O+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=15.250 ft 1 0.319 0.087 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.29 550.40 1728.00 0.54 25.18 288.00 +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=15.250 ft 1 0.584 0.160 1.60 1200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1728.00 1.00 46.17 288.00 +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=15.250 ft 1 0.584 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1728.00 1.00 46.17 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.127 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.92 220.16 1728.00 0.22 10.07 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.127 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.92 220.16 1728.00 0.22 10.07 288.00 ,-Overall Ila diiit m i4 tltsns . Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4785 7.681 0.0000 0.000 z :c Su ort notation:Far left is#1 Values in KIPS , ttica1 keactiflns i, ‘.;.1,1,;rig-„,,;,' PP Load Combination Support 1 Support 2 Overall MAXimum 1.101 1.101 Overall MINimum 0.240 0.240 +D+H 0.400 0.400 +0441 0.667 0.667 +D+Lr+H 0.400 0.400 +o+S+H 1.068 1.068 +D+0.750Lr+0.750L+4-1 0.600 0.600 +D+0.750L+0.750S+H 1.101 1.101 +D+0.60W+H 0.400 0.400 +0+0.70E41 0.400 0.400 +D+0.750Lr+0.750L+0.450W+H 0.600 0.600 +D+0.750L+0.750S+0.450W+H 1.101 1.101 +D+0.750L+0.750S+0.5250E+H 1.101 1.101 +0.60D+0.60W+0.60H 0.240 0.240 +0.60D+0.70E+0.60H 0.240 0.240 D Only 0.400 0.400 Lr Only L Only 0.267 0.267 S Only 0.667 0.667 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 V •Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t '' (971)645-0901 dennis@vistastructural.com ",.., Printed:20 JAN 2015,10:47PM ,, € 4,f 1 S;.1t15eislt r cU 't1 Fa -` .tea s •w ���,, _ ,' ,� ' igiU " •••" 6 � ° m 6� `5 af_;, .'a 'x,'> '''i , , a .,i':/H_ £ .ic"1Wc 1rista S> i!tc 1s ngi �.:vox Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of dining room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-NI 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(0.195)L(0.13)5(0.325) 1 * + + + •• + + 0(0.165).40.44) + + 0(0.08) + + + + + • .,.- "- ,.,. ,w 'f'x zea r .. c' r • �,,: 'fin ,,,,.• .,�r�.�..... ........ .s.// �,,,, x,k . u,i�a.l�,.,,.�„sa�P�.� .�.�..,:° '6.�,: • • 3,5x10.5 A • • • Span=8.506 i 1 pellet d5 £ l WITO: 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=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) =OE IGM;SUMMARY,z..'� Design OK Maximum Bending Stress Ratio = 0.715: 1 Maximum Shear Stress Ratio = 0.530 : 1 Section used for this span 3.5x10.5 Section used for this span 3.5x10.5 fb:Actual = 1,715.83 psi fv:Actual = 140.53 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L-.H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 920 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.218 in Ratio= 468 Max Upward Total Deflection 0.000 in Ratio= 0<240 • • • wig -r* a ; wit erri 4, onst ....� -- 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 Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.350 0.259 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 2160.00 1.52 61.86 238.50 +1J+_+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.715 0.530 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.20 1,715.83 2400.00 3.44 140.53 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.252 0.187 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3000.00 1.52 61.86 331.25 4{)+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.472 0.350 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.98 1,302.98 2760.00 2.61 106.72 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t : (971)645-0901 4'0' dennis@vistastructural.com .a., .,,._,,... Printed:20 JAN 2015,1047P ,, s % Foe C 1UserslDenniisipOCUtuE-t1ENER£A 111150 ec6 yys, Seism.::'`;;-% , ,.. ENERCM.C,INC.1983-2014 Bpitt6.141118 Verb` 11:18, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN C i Cr Cm C t CL M fb Fb V fv Fv Length=8.50 ft 1 0.492 0.365 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,475.70 3000.00 2.96 120.86 331.25 +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 Length=8.50 ft 1 0.683 0.507 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 2760.00 3.79 154.50 304.75 +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=8.50 ft 1 0.197 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3840.00 1.52 61.86 424.00 +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=8.50 ft 1 0.197 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3840.00 1.52 61.86 424.00 +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=8.50 ft 1 0.384 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,475.70 3840.00 2.96 120.86 424.00 +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=8.50 ft 1 0.491 0.364 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 3840.00 3.79 154.50 424.00 +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=8.50 ft 1 0.491 0.364 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 3840.00 3.79 154.50 424.00 +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=8.50 ft 1 0.118 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.43 453.19 3840.00 0.91 37.12 424.00 +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=8.50 ft 1 0.118 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.43 453.19 3840.00 0.91 37.12 424.00 veralI,MaximumDeftections „ s Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Deft Location in Span 40+0.750L+0.750S+0.5250E+1-1 1 0.2176 4.281 0.0000 0.000 Yertica1 Reactton :. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.758 4.758 Overall MINimum 1.143 1.143 +D+H 1.905 1.905 +O+L+H 4.327 4.327 +D+Lr+H 1.905 1.905 +O+S+H 3.286 3.286 +D+0.750Lr+0.750L41 3.722 3.722 +D+0.750L+0.750541 4.758 4.758 +D+0.60W44 1.905 1.905 +D+0.70E+H 1.905 1.905 40+0.750Lr+0.750L+0.450W+1-1 3.722 3.722 +3+0.750L40.7505+0.450W+1-1 4.758 4.758 +0+0.750L40.7505+0.5250E+H 4.758 4.758 +0.60D+0.60W+0.60H 1.143 1.143 +0.60D+0.70E+0.60H 1.143 1.143 D Only 1.905 1.905 Lr Only L Only 2.423 2.423 S Only 1.381 1.381 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Beaverton,OR 97008 i jiEngineer. DMH Project ID: 1150 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM f�r..= ar �re.s � e u � � o,' e �� v, -�� � e� `` b��� � t�x�� � ������ � ���.�- � Set3U'�It1L'CY�Y�'�'11ft�'4kY9�t Aiu , ,' J,��: z-� z _�;H, K Fr; r:. , z�� a s. -. ith Dao. 6 ,Ri E. .3 f4 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Rush beam above right side of stair opening in first and second floor systems 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.1351 L(0.36) • P 4 3"" £" Y 3 P+S" 9 R ri �s ,� ' ted. ^f,e `'�' z �"z a vim`; i • rte.. ' y 7 sults ... "^�..� .�r...- .�,- _. . .,d....a.,.. &� .�,.;�t'«..,r�.� • A 4410 A •• Span=7.0ft itkiOgroinowe.xlA = Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft K UES t it-** RY�` .. r Desi n OK Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 728.94 psi fv:Actual = 62.69 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153 Max Upward Total Deflection 0.000 in Ratio= 0<240 ••Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M Ni Cd C FN C i C r C m C t C L M fb Fb V fv Fv +0+1 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.205 0.106 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 972.00 0.37 17.10 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.675 0.348 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.03 728.94 1080.00 1.35 62.69 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.147 0.076 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1350.00 0.37 17.10 225.00 +D+S+}{ 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.083 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1242.00 0.37 17.10 207.00 +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=7.0 ft 1 0.442 0.228 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1350.00 1.11 51.29 225.00 +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=7.0 ft 1 0.480 0.248 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1242.00 1.11 51.29 207.00 ,, Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ': liltj (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM Bet�ltl A tOennts1DOCtih1E- '1't k: masers„ 11ENEf�CA 50ec6 ..«„ .�a . ''. . ..,�,. a, .,Ef1ER2CA+LL INC,1983-2014.HuikF6.14;11 d$,Ver 614118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Flush beam above right side of stair opening in first and second floor systems Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +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=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +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=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 40+0.750L+0.7505+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +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=7.0 ft 1 0.345 0.178 1.60 1200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +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=7.0 ft 1 0.069 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 10.26 288.00 +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=7.0 ft 1 0.069 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 11928 1728.00 022 10.26 288.00 ieraI1 laximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 Vertical Rea ppg 3 i� Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 Overall MINimum 0.284 0.284 +D+H 0.473 0.473 +D+L+H 1.733 1.733 +D+Lr+H 0.473 0.473 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+H 1.418 1.418 +0+0.750L+0.750S+41 1.418 1.418 +D+0.60W+H 0.473 0.473 +D+0.70E+H 0.473 0.473 +0+0.750Lr+0.750L+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.5250E+H 1.418 1.418 +0.60D+0.60W+0.60H 0.284 0.284 +0.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1260 1.260 S Only W Only , E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D / 7140 SW Queen Lane Engineer: DMH Project ID: 1150 I. Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com - . Printed:30 JAN 2015,4:07PM " z XA. � T r r str a ra �� .,fir p,��s B� �':. v k t� i F 1�/C3►t� Btr lfll Lic.#•:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60B&D:Beam supporting rear wall of main floor Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PrIl 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.09)L(0.15)S(0.075) i i i i i i D( 6) i iv 1 5.5x16.5 A • Span=21.50ft w R flai 5, r:.., IE MMI" . n Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall dead load) Uniform Load: D=0.030, L=0.050, S=0.0250 ksf, Tributary Width=3.0 ft,(roof and floor load; 17ES GNSUIMNMAJ? . 4 j' Desi.n OK Maximum Bending Stress Ratio = 0.507: 1 Maximum Shear Stress Ratio = 0.247: 1 Section used for this span 5.5x16.5 Section used for this span 5.5x16.5 • fb:Actual = 1,167.74 psi fv:Actual = 65.41 psi FB:Allowable = 2,302.99 psi Fv:Allowable = 265.00 psi Load Combination +04.41 Load Combination +D+L+H Location of maximum on span = 10.750ft Location of maximum on span = 20.166 ft •• Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.196 in Ratio= 1318 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.573 in Ratio= 450 j Max Upward Total Deflection 0.000 in Ratio= 0 <240 • • �x 8� �, `fi=r �`�s� ''k � ,,:„ li,*>lt 1. W.4&Sfr1 5 0 i Q[fl6:%.t1011:5; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN c i Cr Cm C t C L Ni lb Fb V iv Fv +0+1-1 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.362 0.176 0.90 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 2072.69 2.55 42.07 238.50 +D+L+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.507 0.247 1.00 0.960 1.00 1.00 1.00 1.00 1.00 24.29 1,167.74 2302.99 3.96 65.41 265.00 +D+Lr+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.261 0.127 1.25 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 2878.74 2.55 42.07 331.25 +0+3+1-1 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.362 0.176 1.15 0.960 1.00 1.00 1.00 1.00 1.00 19.95 959.37 2648.44 3.25 53.74 304.75 +0+0.7501r+0.750L4J 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.369 0.180 1.25 0.960 1.00 1.00 1.00 1.00 1.00 22.12 1,063.55 2878.74 3.60 59.58 331.25 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D L \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ' A4Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ,k. 10 (971)645-0901 dennis@vistastructural.com ., Printed 30 JAN 2015,4:07PM illf oot Beam F "1 ; '. ..,,', ENERCALC INC:.1983-2015,Bufltt6:15.119 Ve' .a5 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60BSD:Beam supporting rear wall of main floor Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv Fv +D+0.750L+0.750S+1-1 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.461 0.224 1.15 0.960 1.00 1.00 1.00 1.00 1.00 25.37 1,219.84 2648.44 4.13 68.33 304.75 +D+0.60W+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.204 0.099 1.60 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 3684.79 2.55 42.07 424.00 +O+O.70E+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.204 0.099 1.60 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 3684.79 2.55 42.07 424.00 +D+0.750Lr+0.750L+0.450W+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.289 0.141 1.60 0.960 1.00 1.00 1.00 1.00 1.00 22.12 1,063.55 3684.79 3.60 59.58 424.00 +D+0.750L+0.7505+0.450W+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.331 0.161 1.60 0.960 1.00 1.00 1.00 1.00 1.00 25.37 1,219.84 3684.79 4.13 68.33 424.00 +D+0.750L+0.750S+0.5250E+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.331 0.161 1.60 0.960 1.00 1.00 1.00 1.00 1.00 25.37 1,219.84 3684.79 4.13 68.33 424.00 +O.60D+O.60W+0.60H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.122 0.060 1.60 0.960 1.00 1.00 1.00 1.00 1.00 9.37 450.59 3684.79 1.53 25.24 424.00 +0.60D+0.70E+0.60H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.122 0.060 1.60 0.960 1.00 1.00 1.00 1.00 1.00 9.37 450.59 3684.79 1.53 25.24 424.00 R Overall Maximum Deflections of .,t�. . Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span 1.D+0.750L+0.7505+0.5250E+H 1 0.5729 10.828 0.0000 0.000 `EVertical ReactionS ,, . , - -', Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.720 4.720 Overall MINimum 0.806 0.806 +D+H 2.906 2.906 +D+L+H 4.518 4.518 +D+L.r+H 2.906 2.906 +D+S+H 3.712 3.712 +D+0.750Lr+O.750L+H 4.115 4.115 +3+0.750L+0.750S+H 4.720 4.720 +D+O.60W+H 2.906 2.906 +D+0.70E+H 2.906 2.906 +D+0.750Lr+0.750L+0.450W+H 4.115 4.115 +D+0.750L+0.750S+0.450W+H 4.720 4.720 +O+0.750L+0.750S+0.5250E+H 4.720 4.720 +0.60D+O.60W+0.60H 1.743 1.743 +0.60D+0.70E+0.60H 1.743 1.743 D Only 2.906 2.906 Lr Only L Only 1.613 1.613 S Only 0.806 0.806 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j,41 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM z� fin;. r,'1 4. -- r� A ,,�..t �;�4<�. ?��.T.��� . . x" ?1.°b,A7<, �a��x' r �` i�. ;s 4�,� d�. °aS -t98� ��G,,',P 44/0/40..'��, �e�. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header above garage door KM .XWE."- ait 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • • 0(0.09)L(0.06)S(0.15) i i i i i i ,'. .. .<,ai rs. : ,.,_.,.: ,1_ . 2.. . .._ .'.' .. . ,,3 ',,„,;,,, :,•, .,, ., ,, • 6x12 • Span=16.50 ft • • LoaJS e� " '•%•1 Service loads entered.Load Factors will be applied for calculation: . APIA h<�.��� . ����<:� .,���� PP Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft FD"�STGtU ARYL, I ? £rs re Desk n OK Maximum Bending Stress Ratio = 0.80e 1 Maximum Shear Stress Ratio = 0.208: 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73 psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00 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 = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 877 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.372 in Ratio= 531 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 EN C i Cr Cm C t CI_ M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.374 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 810.00 0.66 15.68 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.561 0.145 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.10 505.29 900.00 1.10 26.13 180.00 +D+Lr+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.269 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1125.00 0.66 15.68 225.00 +0+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.781 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.17 808.47 1035.00 1.76 41.82 207.00 +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=16.50 ft 1 0.404 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1125.00 0.99 23.52 225.00 +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=16.50 ft 1 0.806 0.208 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1035.00 1.82 43.12 207.00 i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 .�T Project Descr. Tuckunder Cottages(60 series) Beaverton,OR 97008 1 9 ,. AI (971)645-0901 dennis@vistastructural.com W9:�� °-"�' ^""� Printed:20 JAN 2015,10 48PM 06 Beat11 '' #fie cC-1US rennalDOClih =,,,eCA 11 15,1 6 , ., x 5 .ENBRCALC;INC 1983-2014 8u±6.14 X118 V &141;18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header above garage door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb V fv Fit +D+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +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=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.316 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1440.00 0.99 23.52 288.00 +0+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +0+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +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=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 +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=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 flaerall Maximum Deflections ._ Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3722 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.042 2.042 Overall MINimum 0.446 0.446 +D+11 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+H 1.980 1.980 +D+0.750Lr+0.750L+H 1.114 1.114 +O+0.750L+0.7505+1-1 2.042 2.042 +D+0.60W+H 0.743 0.743 +D+0.70E+H 0.743 0.743 +D+0.750Lr+0.750L+0.450W+H 1.114 1.114 +D+0.750L+0.750S+0.450W+H 2.042 2.042 +D+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.600+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 (L) Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam through middle of crawl space 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 • 1 13(0.110.44)• • • • "*'' ¢ s ,tea" - 19'::.:: s fi k , , tea` a w a. Xx ,,, . i ,,, , . -.. a� a5.m.:,:ca ,ev mx.a-r, te% e.. >a � �� zweaS",., Au i .w �N ,,.a...-.S AAi 410- 4Y8 Span=6.50 ft ® r ;;;.: Service loads entered.Load Factors will be applied for calculation: if _ .4". ,. . Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft q 1J.ESIG1lrika MA 1' Desi.n OK Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.480: 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,136.81 psi fv:Actual = 86.38 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D-FL-FH Load Combination +D+L • 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 0.100 in Ratio= 780 Max Upward Transient Deflection.. 0.000 in Ratio= 0 <360 • Max Downward Total Deflection 0.125 in Ratio= 624 Max Upward Total Deflection 0.000 in Ratio= 0<240 I i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Fb V fv Fv +3+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.216 0.107 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1053.00 0.29 17.28 162.00 +04+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.972 0.480 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.90 1,136.81 1170.00 1.46 86.38 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 029 17.28 225.00 +0+,S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.169 0.083 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1345.50 0.29 17.28 207.00 +D+0.750Lr+0.750L+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.622 0.307 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1462.50 1.17 69.11 225.00 +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=6.50 ft 1 0.676 0.334 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1345.50 1.17 69.11 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 w Project Descr. Tuckunder Cottages(60 Beaverton,OR 97008 1 9 series) (971)645-0901 `a= ..) i P dennis@vistastructural.com Printed:20 JAN 2015,10.48PM iDOCU 1 50 1N©0 Bream 's j INC•1 20a4 dS14 111EN 8' 141 Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam through middle of crawl space Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr C m C t C L M fb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 029 17.28 288.00 +D+0.750Lr+0.750L+0.450W-4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +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=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +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=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 +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=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 Overall Maximum Deflections ..,Iii, , Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+1+1-1 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 0.215 0.215 +D+H 0.358 0.358 +D+L+H 1.788 1.788 +D+Lr+H 0.358 0.358 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 1.430 1.430 +D+0.750L+0.750S+H 1.430 1.430 +D+0.60W+H 0.358 0.358 +0+0.70E1+1 0.358 0.358 +D+0.750Lr+0.750L+0.450W+11 1.430 1.430 +D+0.750L+0.750S+0.450W+H 1.430 1.430 +D+0.750L+0.750S+0.5250E+H 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series). (L) (971)645-0901 ti dennis@vistastructural.com Printed:20.IAN 2015,10:46PM '.." , _ Ar r �i F -1w.1tJsets r¢a At115t1.ee6 6 ., .R „g, W`n^x;? r v._ \i ,:. V Al ` 183. ." 1?€3li,t*Pr� " C Lic.#:KW-06010523 Licensee.Vista Structural Engineering,L Description: 60D:Header at 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 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.075)L(0.05)8(0.125) + + 4' li �� ,��„... ,, i • III • A 2.2 8 A1. Span=6.50 ft . a ,�4 W• >; Service loads entered.Load Factors will be applied for calculation: ,�App)recl, t�3+d�,� ��,F�?`�"9�• ;E�„?,. . ,�.r 3.�t. ��; � � �- PP� Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 fl ES1GN SiIMMA ... . Design OK Maximum Bending Stress Ratio 0.400: 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 497.35 psi fv:Actual = 37.79 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 = 3.250ft 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 0.033 in Ratio= 2354 •• Max Upward Transient Deflection 0.000 in Ratio= 0 <360 • • Max Downward Total Deflection 0.055 in Ratio= 1426 ••• • Max Upward Total Deflection 0.000 in Ratio= 0 <240 • • • ; IYlaxlrtltirm Orli S> .rreTss .� lk aa. ¢ iii* �. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M lb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.186 0.085 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 972.00 0.20 13.74 162.00 +D+L41 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 0.279 0.127 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.66 301.43 1080.00 0.33 22.90 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.134 0.061 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1350.00 0.20 13.74 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.388 0.177 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.06 482.28 1242.00 0.53 36.65 207.00 +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 0.201 0.092 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.59 271.28 1350.00 0.30 20.61 225.00 +D+0.750L+0.750S+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.400 0.183 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1242.00 0.55 37.79 207.00 ilk, Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) , 4, 4 f (971)645-0901 dennis@vistastructural.com .,,, ., Printed:20 JAN 2015,10.48PM F#e ,C,1Ciset514ennaW°C414C1i91ERCA 111150.K6 Wood p@c'lill, �N,.��. �� `� �, E(+rERCA4C;4t1C 39$6-2014 Huid1'i.141T:181e`67411'i8.. Lic.#:KW 06010523 Licensee:Vista Structural Engineering,LLC Description: 60D:Header at front of master bedroom Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.105 0.048 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1728.00 0.20 13.74 288.00 +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 0.105 0.048 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1728.00 0.20 13.74 288.00 +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=6.50 ft 1 0.157 0.072 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.59 271.28 1728.00 0.30 20.61 288.00 +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 0.288 0.131 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1728.00 0.55 37.79 288.00 +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 0.288 0.131 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1728.00 0.55 37.79 288.00 +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 0.063 0.029 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.24 108.51 1728.00 0.12 8.25 288.00 +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 0.063 0.029 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.24 108.51 1728.00 0.12 8.25 288.00 =,Overall MIaximum Deflection - ,.-4) 4 u' Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0547 3.274 0.0000 0.000 Vertical Reaction -! Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.146 0.146 +041 0.244 0.244 +0+L+H 0.406 0.406 +D+Lr+H 0.244 0.244 +D+S+H 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 +040.750L+0.750541 0.670 0.670 +0+0.60W41 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+0.750Lr+0.750L+0.450W+H 0.366 0.366 +0+0.750L+0.750S+0.450W+H 0.670 0.670 +D+0.750L+0.750S+0.5250E+H 0.670 0.670 +0.60D+0.60W+0.60H 0.146 0.146 +0.60D+0.70E+0.60H 0.146 0.146 D Only 0.244 0.244 Lr Only L Only 0.163 0.163 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com -- - Printed 20 JAN 2015,10:48PM Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts 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 = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p 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 deptl= 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 greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,morn&shear : No Width parallel to X-X Axis = 1.50 ft Z Length parallel to Z-Z Axis = 1.50 ft Footing Thicknes = 10.0 in Pedestal dimensions... X w X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in a p•,= Height in m Rebar Centerline to Edge of Concrete. �P.�7,77"::(777 cQat Bottom of footing = 3.0 in `D 0 n ;Rei r�#o�rfng .t_ _ �.. __ , . W Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis `ii i i . Nuber of Bars = 2.0 x •{Ben; t,• 9 it ;+4 Qa$ 14 € ReinforcingBar Sizr = # 4 f . I i i i z ih:moi s,».= . i ..r. Bandwidth Distribution Check (ACI 15.4.4.2) . ? : . . r� :.: Direction Requiring Closer Separation n/a . '" ' ,•;µ.iii1~`e iii' i tl*i ttlt i01#0a _. #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 0.660 2.640 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 i Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) .0' 4 (971)645-0901 dennis@vistastructural.com � Printed:20 JAN 2015,1048P ANI--9,0t,',:- 4 File C1t1sersiDennrs10r7CUME-1ENERCA 1111611 6 Genera FOO ini, fr ,4,4r � �� • s , _ . ,,1. , ; ,a _ ,- A _, _ _. .`,. s a ERCAle,INC 1 201�46uad '1 wa.,ver.6a11118,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts -;DESIGN SUMMARY , Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7940 Soil Bearing 1.588 ksf 2.0 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 0.1148 Z Flexure(+X) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.6011 PASS 0.1148 Z Flexure(-X) 0.6270 k-ft 5.461 k-ft +1.20D•+0.50Lr+1.60L+1.60H PASS 0.1148 X Flexure(+Z) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 X Flexure(-Z) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05653 1-way Shear(+X) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.6011 PASS 0.05653 1-way Shear(-X) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60K PASS 0.05653 1-way Shear(+Z) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05653 1-way Shear(-Z) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60K PASS 0.1308 2-way Punching 21.497 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H rDe'ailed.Results" z.v Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Side? Bot or Top? in"2 in"2 in^2 k-ft X-X,+1.40D+1.60H 0.1155 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.6011 0.1155 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6270 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6270 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60K 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.6011 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.07425 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.07425 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.1155 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 � dennis@vistastructural.com ., Printed-20 JAN 2015,10:48PM '' ';''''''C''''''ilr'''Ik:I aN y ,a w A ` n ems^_:a t asipt Lic.#.KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Z-Z,+1.40D+1.60H 0.1155 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Vis7140ta StructuralSWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer: DMH Project ID: 1150 Beaverton,OR 97008 j tProject Descr. Tuckunder Cottages(60 series) % (971)645-0901 '5,,` .r "In' dennis@vistastructural.com v" ""^•- :-. ''� Printed:20 JAN 2015,10 48P Geiefal Footing u, • 141116 , �",,,,, .., v :_a; ..""X , 3 , ,,r,.. , >wNERck 3 903.203 411�1s #i1.1a Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK TOne Yds sera'y 7 Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 0.8556 psi 0.8556 psi 0.8556 psi 0.8556 psi 0.8556 psi 82.158 psi 0.01041 OK +1.20D+0.50Lr+1.60L+1.60H 4.644 psi 4.644 psi 4.644 psi 4.644 psi 4.644 psi 82.158 psi 0.05653 OK +1.20D+1.60L+0.50S+1.60H 4.644 psi 4.644 psi 4.644 psi 4.644 psi 4.644 psi 82.158 psi 0.05653 OK +1.20D+1.60Lr+0.50L+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+1.60Lr+0.50W+1.60H 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 82.158 psi 0.008926 OK +1.20D+0.50L+1.60S+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+1.60S+0.50W+1.60H 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 82.158 psi 0.008926 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.50S+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.20S+E+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +0.90D+W+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK +0.90D+E+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 3.96 psi 164.317 psi 0.0241 OK +1.20D+0.50Lr+1.60L+1.60H 21.497 psi 164.317 psi 0.1308 OK +1.20D+1.60L+0.505+1.60H 21.497 psi 164.317 psi 0.1308 OK +1.20D+1.60Lr+0.50L+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+1.60Lr+0.50W+1.60H 3.394 psi 164.317 psi 0.02066 OK +1.20D+0.50L+1.605+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+1.60S+0.50W+1.60H 3.394 psi 164.317 psi 0.02066 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+0.50L+0.50S+W+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+0.50L+0.20S+E+1.60H 9.051 psi 164.317 psi 0.05509 OK +0.90D+W+0.90H 2.546 psi 164.317 psi 0.01549 OK +0.90D+E+0.90H 2.546 psi 164.317 psi 0.01549 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) . (971)645-0901 4 dennis@vistastructural.com .,. Printed:20 JAN 2015,10:48PM � gPZ,'''Ir � ' e ' , Cl n 1E�R£A �ec ��F11s 4 6 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'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. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 216.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist - 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing 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 = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK fb/FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,051.8 Allowable = 3,000 psf Moment....Actual ft-1= 2,396.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,554 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 0 psf Shear Actual psi= 14.0 Footing Shear @ Toe = 1.7 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 20.3 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 875.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 898.9 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 0,000.0 ....for 1.5:1 Stability = 65.9 lbs NG Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Y Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971) 645-0901 i''jdennis@vistastructural.com " Printed:20 JAN 2015,10:48PM ............................... CatltilN vY red RetaiJi ng Wall 1 c:u4 T-ODocu -. RCA-1}r1 reqs ,. ...,_ �; s. ,.. tA10 1Nc 1 32014 Budd.&'14."1118,�7erf 14 38 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Footing Dimensions&Strengths Footing Design Results Toe Width = 0.58 ft Toe Heel Heel Width = 2,75 Factored Pressure = 3,554 0 psf Total Footing Width = 3.33 Mu':Upward = 554 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 48 1,901 ft-lb Key = 12.00 in Mu: Design = 506 1,901 ft-lb Key WidthActual 1-Way Shear = 1.69 20.28 psi Key DDepthpth istance from Toe = 2.00= 0.00 in Allow 1-Way Shear = 82.16 82.16 psi ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key: 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 1,4.81.9 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 ResistinglOvertuming 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: Plans 60A,B,D (t‘bt,J)7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prinffit 20 JAN 2015,10:48PM r ai r' r ? t; 1 C 0#1,0QCU # ' 1 1.006' ; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 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 Spread Footing 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"Hr = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 2,589 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 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,298 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 169 psf Shear Actual psi= 11.1 Footing Shear @ Toe = 10.5 psi OK 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= 12.00 Lateral Sliding Force = 659.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 656.0 lbs Concrete Data ft 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: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) tj 40. (971)645-0901 ' dennis@vistastructural.com Prin cl:20 JAN 2015,10:48PM #NleVere,;4,Rets..t. ri Wall ,- cope oepnwpcumE,, ENERcA-n31s0 s f' , ,. ENERGALC tst,198s,-2014; uld .141118,Yer.6.141118„"z Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'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 = 0.00 in Actual 1-Way Shear = 10.55 10.54 psi Key th Key Distanceehfrom Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd f c = 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: 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: Plans 60A,B,D fi7140 SW Queen Lane Engineer: DMH Project ID: 1150 t Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 i 671 dennis@vistastructural.com «-w"'l" Printed 20 JAN 2015,10:48PM .r" '''''''-i' a y }; 0#,, a is J 0 1J �, 1150. - " ,. � 11y , '..�.. a,�2 ,,,. .� ., a1 ,,, ,, � • K Lic.#: W-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530.11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 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 = 0.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf j 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 Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stern OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.69 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.5! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 3.26 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,757 psf OK th/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 ACI Factored @ Toe = 2,368 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 241 psf Shear Actual psi= 4.7 Footing Shear @ Toe = 1.4 psi OK 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 = 315.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 428.8 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 0,000.0 Fy psi= 40,000.0 ....for 1.5:1 Stability = 111.8 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: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 j Beaverton,OR 97008Project Descr: Tuckunder Cottages(60 series) t (971)645-0901 dennis@vistastructural.com . Printed:20 JAN 2015,10:48PM Ca iiii6Vered Retarnrtng Wa11 : ..,-w. EVER C,l i�roocu� a yr s . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,368 241 psf Total Footing Width = 2.00 Mu':Upward = 274 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 257 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.40 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd 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: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 315.7 O.T.M. = 481.7 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 2.69 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH c Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) i (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM sts Ca P�l r a 15 1 �£ Fla a ' t ` t-41er9 rkflne'0! .14 :,11' s Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'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 psft t Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 96.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Sliding = 0.88 UNSTABLE! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.14 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,256 psf OK fb/FB+fa/Fa = 0.275 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 451.8 Allowable = 3,000 psf Moment....Actual ft-I= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 411.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 420.8 lbs Concrete Data Added Force Req'd = 50.0 lbs NG fc psi= 3,000.0 ....for 1.5:1 Stability = 255.8 lbs NG Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D :t i 7140 SW Queen Lane Engineer. DMH Project ID: 1150 a Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) a (971)645-0901 dennis@vistastructural.com v.,,,,,„,,,,,,---' Printed:20 JAN 2015,10:48PM ' File G:1tJsersPennislDOCUl -'1\ENERCA t#1t50e6 a,ntilevered Retainin tlfall ,,,,,,?,A, .. _.. , �2 �,:� _ ;� �.. Z. _ k . , 1,,, . ,s. :...•' . . .- tcniCIrtc t -�1,1�o,�ds,j��zasweik>a�tta,rp Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 3,041 0 psf Total Footing Width = 2.00 Mu':Upward = 343 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 326 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.81 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 411.7 O.T.M. = 784.1 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 1.65 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 `Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 t 144a4 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ' i (971)645-0901 dennis@vistastructural.com ,----' Printed:20 JAN 2015,10:48PM 400 n , ® a � %,, fi . ,,,j' '� 4eA ;,,, � Ee4 V V Yro3 aV.;,-:, r . iy O . 3tt . „C Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Plan 60:2'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530.11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 Of Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stern = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.89 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,397 psf OK fb/FB+fa/Fa = 0.034 Soil Pressure @ Heel = 696 psf OK Total Force @ Section lbs= 99.8 Allowable = 3,000 psf Moment....Actual ft-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 fAdded Force Req'd = 0.0 lbs OK F psi= 3,000.0 Fy psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane jEngineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 ' dennis@vistastructural.com Printed:20 JAN 2015,1D 48PM File G 1tfserslDennisIDOCU ISENERCA-1111$0 e anttlewered Rel ming Wall _ .. ENERcuc.ING 1983221 B„is:14j114,Vesj hh,ia Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'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 = 12.00 in Mu: Design = 83 19 ft-lb Key KeyWidth = 0.00 in Actual 1-Way Shear 0.00 1.42 psi DepthAllow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd ft = 3,000 psi Fy = 40,000 psi Heel Reinforcing = 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: 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: Plans 60A,B,D (Atz)7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015.10:481,14 ; 1 � - ; 3 a ' fr3 . EIJ5 '�� ' 1 150.ec6 � �lll#01%, �, ,. atomit X4.p !, _ 14 .1 **** $ , Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'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 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 Of Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing 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"Ht" = 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 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,741 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force 88.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 LVista Structural Engineering,LLC Project Title: Plans 60A,B,D £> j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM C�, file Clt35ersiDetlislDOCLIW-l NERCA 111150 6 a atilevered Retainin Wall -,_ _n.,_.�., .>... , .. _ ._�. .<_- ,.^_ � _z,,�_ Et�Rc ,�Nc;1s��oa�a���;a�j �, �s��1,�s:•.' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,741 1,200 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb • KeyWidth = 12.00 in Mu: Design = 54 19 ft-lb 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: 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. j Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer. DMH Project ID: 1150 3 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com y� � �Pri�niect 20 JAN 2015,10:48PM �� 1�����t��iT�.Q- �,.. 0�5 '� ..5s��s,�,y`/i"-�?„� � .. �_, a� Y � ���in.�Yt0�.y„� b ,� '1iJ�tt.��.,;; ;,...r sam4,,,1; Asa. 1 ztiAti } n ,.g.g<,a=„ a ,c ni.,.� '„�.;t 1983-41 . ' 11.*'?5i+E,F'{�s, ;'i tt tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D: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 n Material Properties AnalysislDesign Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear _0.75 Min.Sliding Safety Factor 1 :1 li 1DI� bldiiahon a� 7. .:, .i la Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250 pcf Increases based on footing Depth.... (Uses entry for"Footing base depth below soil surface"for force) Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increaser foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) itiieils)Oiis Retiittii r� r m x; Distance Left of Column#1 = 1 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 9.50 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 14.0 ft Height = in Bottom Bars 3 4 0.60 0.0 inA2 Total Footing Length = 24.50 ft 9 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 Righttoof C Bars#2 ^ @ Bottom 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 P Applied Loads . 4 ,£m�X11 7 4,17M. Applied @ Left Column D Lr L S W E H Axial Load Downward = -3.704 k Moment(+CW) = k-ft Shear(+X) = 1.677 k Applied @ Right Column Axial Load Downward = 3.704 k Moment(+CW) = k-ft Shear(+X) = 1.677 k Overburden = 0.150 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 IF_. 4 z Beaverton,OR 97008 ikProject Descr. Tuckunder Cottages(60 series) t ► (971)645-0901 :," 11 dennis@vistastructural.com N`'�'^`.:, .. Printed:20 JAN 2015,10:48PM fie=GlttsfS�Di tnisU3DGUA iENERCA tk1150=6 C.om13117eu r ooting .... cAI�.trlc I983-2ot4,Bu .1441f18 Vers.1n1118 Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage ''DESIGN SiJMM IRY , Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS 99,999.0 Overturning 0.0 k-ft 0.0 k-ft 0.0 PASS 99,999.0 Sliding 0.0 k 0.0 k 0.0 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0 1-way Shear-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 1-way Shear-Col#2 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#2 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A Soil Beanng... . Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio ,Overtumrng Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio OneWay-;ahear T ,., .. ��.z,. ..ami %14ki, 'i.'.''100ching-Sheai ... . ,.... Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,1DAEPM b ' ri Rye moi; 3.. *xt . r 4a $fa s* ,,;.p - ,ezCti 3: ,' x� � It3SeiS1i?ann>�U PdJiu�-SEtUERCAs�t1�50.� ��,�o�,;,���n. �, :,. � . . .<. C-� .�x ��T „€: �• .. � „_�d�3) i9��;�1��s.����t���T��14.�iott :. Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 T . : a Y f ri,aF C1t'i'ter: Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Mn 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 3.0 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 farcei Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of Soil/Concrete Friction 1.0 Increases based on footing Width... Allowable pressure increaser foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Distance Left of Column#1 = 1.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 9.50 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 12.50 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 in^2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 5 1.550 0.0 inA2 Footing Thickness = 15.0 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 5 1.550 0.0 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.0 inA2 s.m , , N. Applied @ Left Column D Lr L S W E H Axial Load Downward = -10.175 k Moment(+CW) = k-ft Shear(+X) = 3.20 k Applied @ Right Column Axial Load Downward = 10.175 k Moment(+CW) = k-ft Shear(+X) = 3.20 k Overburden = 0.180 N _.r s1, ..416. te '" . tilit,. . ' -V-o „L___ ''' a .. So Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) 4 (971)645-0901 'V' 'IW dennis@vistastructural.com Printed:20 JAN 2015,10A8PM Combined Foong, - ti � . . v ;ji c;INc iSlseaa4(9�Uru�s41111E1e,ve4 su961t1. , Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage DESIGNSU MM"ARY 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 5oiFBe0ng , , ,,a. i,,._,.,.i---,4,;,,,,.:,,:,,0 Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio a ne WayShear . ,; , ._ ::::',.1:07,,PK::-::,`_ s lunching Shear z+ Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com _,.,._. Printed:20 JAN 2015,10:48PM mks "n * �.� > -*� '4.4,, + a fa ./� r � 1ilR£"A�. Rei'"«: , ll '�� r ? �,,` �' tom., 0 gto�414$ :. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties AnalysisfDesign Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf NM 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 force) Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no Emit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and ��y` y��jj ,g depth&width increases as specified by user.) ItAlfejisYA 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 inA2^ Total Footing Length = 22.50 ft Bars B wn ColsBars 5.0 4 1.0 0.0 in.2 Fooling Width = 2.170 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 13.0 in Bars Top gBt ars Col#2 s 5.0 4 1.0 0.0 inA2 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 0.0102 1 p Ced Lads ., r .,1. , c� Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.90 0.450 1.125 6.862 k Moment(+CW) = k-ft Shear(+X) = 1.790 k Applied @ Right Column Axial Load Downward = -6.862 k Moment(+CW) = 0.40 0.20 0.50 k-ft Shear(+X) = 1.790 k Overburden = 0.150 m ALL-b L. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ,,',,,,,,,,,,:,4 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ` Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) O/A (971)645-0901 dennis@vistastructural.com ■/� �y�' � fcPrintted::2 0 JJANN 2015,10:48PM GOilibJneu i-dflg -- --lr�t$W -- E-1Gs#L t,1�JV U, J y a a... ,�.. . , „ ..A. .. . .a. ,,, �.,.. : .. 1.- .,. C.ra ING 1983,2014�,#0,14.11.18,ver0-14.1I. .'.-' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door . 'DESIGN SUMMAt Y 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 °Sall Bearing., ,,.„'..i--i, ...ew A Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio : Overturning Stability 1,Appl, Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One Way Shear „ , Punching"Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) / (971)645-0901 dennis@vistastructural.com Printed'5 FEB 2015,10:43AM -�E .� 1 .� ` � `. t# -- - -- -� E �c m 3ENERCA Y fl >,:r®T11 6 �,, ,- rz,,:: 3 3 4 H K�? ' w_ V. IlGzL.., �.;x�.��.. yrs' . _. ,,>..«.��y �.i.,..i��s .. ,,_. -. ,:• �. :'IM 94,YerViS.�, ,i; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Analysis/Design Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 Allowable Soil Bearing 2.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 0 ft Soil Passive Sliding Resistance 250 pcf Increases based on footing Depth....Allowable Allowable pressure increase per foot 0 ksf (Uses entry for"Footing base depth below soil surface'for force) when base of footing is below 0 ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width... Allowable pressure increase per foot 0 ksf when maximum length or width is greater than 0 ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Distance Left of Column#1 = 1.50 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.667 ft Sq.Dim. = 8.0 8.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 1.50 ft Height = 1.0 1.0 in Bottom Bars 2.0 4 0.40 0.2303 in^^2 Top Bars Total Footing Length = 7.667 ft Bars B Cols 2.0 4 0.40 0.0 in 2. Footing Width = 1.333 ft Bottom Bars 2.0 4 0.40 0.2303 in^2 Footing Thickness = 8.0 in Top Bars 2.0 4 0.40 0.2303 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 4.0 in Bottom Bars 2.0 4 0.40 0.2303 in^2 Rebar Center to Concrete Edge @ Bottom= 3.0 in Top Bars 2.0 4 0.40 0.0 inA2 AA X ,. Applied©Left Column D Lr L S W E H Axial Load Downward = 0.210 0 0.140 0.350 0 0 k Moment(+CW) = 0 0 0 0 0 0 0 k-ft Shear(+X) = 0 0 0 0 0 0 0 k Applied @ Right Column Axial Load Downward = 0.210 0 0.140 0.350 0 0 k Moment(+CW) = 0 0 0 0 0 0 0 k-ft Shear(+X) = 0 0 0 0 0 0 0 k Overburden = 0 0 0 0 0 0 m r 1'-6" 4'-8-1/16" 1,-6" T-8-1/16" 4 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 "' dennis@vistastructural.com 'j=a^^' ,( }�`,; ,n,,_., ��/�/.)�l�....) Printteed::15{FFyEB 2015.10:43AM ��ill>rlblflecl F d • Ste, c rsPen lsPPPu 711ENEiRWOM ooti r g '''°'''''''g'''''''''''''''' ',, . ," ate. ' 1�LC:J[ds 1 Structural Engineering, ��"�LLC #:KW-06010523 Licensee:Vista Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch DE•SIGNSUMMA"FtY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.1048 Soil Bearing 0.2097 ksf 2.0 ksf +D+0.750L+0.750S+H PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 0.4224 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.05588 1-way Shear-Col#1 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.05588 1-way Shear-Col#2 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#1 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#2 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Left of Col#1-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.05511 Flexure-Between Cols-Top -0.3676 k-ft 6.670 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.01057 Flexure-Between Cols-Bottom 0.08956 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Right of Col#2-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H Soil Beanrig Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+L+H 1.69 k 0.000 ft 0.17 ksf 0.17 ksf 2.00 ksf 0.083 +D+Lr+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+S+H 2.11 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.103 +D+0.750Lr+0.750L+1-1 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.750S+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.60W+Ii 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.70E-*l 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.750Lr+0.750L+0.450W+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.750S+0.450W+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.750L+0.750S+0.5250E+1-1 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +0.60D+0.60W+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 +0.60D+0.70E+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 :!„FOvertuming.Stability" Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio 40+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 40+0.750L+0.750S++1 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +0+0.750L+0.750S+0.5250E+41 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 +0 600+0 70E+0 60H 000 _R.PR, • „?„9,,P09,,,, 0 00 0 00 999 000 A?ne iNayhear��� Punchin Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ COI#2 +1.40D+1.60H 82.16 psi 1.54 psi 1.54 psi 164.32 psi 0.87 psi 0.87 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.48 psi 2.48 psi 164.32 psi 1.41 psi 1.41 psi +1.20D+1.60L+0.505+1.60H 82.16 psi 3.39 psi 3.39 psi 164.32 psi 1.93 psi 1.93 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.69 psi 1.69 psi 164.32 psi 0.95 psi 0.95 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 1.32 psi 1.32 psi 164.32 psi 0.75 psi 0.75 psi +1.20D+0.50L+1.60S+1.60H 82.16 psi 4.59 psi 4.59 psi 164.32 psi 2.61 psi 2.61 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 4.23 psi 4.23 psi 164.32 psi 2.40 psi 2.40 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Ji Beaverton,OR 97008Protect Descr. Tuckunder Cottages(60 series)(971)645-0901 rr dennis@vistastnictural.com Prirded:5 FEB 2015,10:43AM L .� s s r y ` S GP E Ce irk r €s 3 1 OP 1140 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch lle'il :b7I .� ? - .tr- x <. ., ': ,..�,,f k. .&,_ � .. .. ,.i .1#T. .. �.. . ..i' 4?,.., , .„,,, ,v,. ztLoad Comnation... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 1.69 psi 1.69 psi 164.32 psi 0.95 psi 0.95 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 2.59 psi 2.59 psi 164.32 psi 1.47psi 1.47 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 2.05 psi 2.05 psi 164.32 psi 1.16psi 1.16psi +0.90D+W+0.90R 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56psi 0.56 psi +0.90D+E+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56psi 0.56 psi P Roseburg 2 MA1 1 2-3-15 J2 MAIN 10:06am A Forest Prcxtt.twts Compatxs 1 of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: BeamI 11 0 0 11 0 0 7 2200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# — 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — Maximum Load Case Reactions Used for appying point loads(or line loads)to carrying members Live Dead 1 302#(189plf) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189plf) 78#(49plf) Design spans 10' 9.375" 10' 9.375" Product: 91/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" U999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" 0999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L H EN D ERSON EWP MANAGER Copyright(C)2013 by Simpson shore-re Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design cdtena for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed bX a qualified designer or design professional as required for approval.This design assumes product irWallation axording to the manufacturer s specifirafions. 503-858-9663 usGs Design Maps Detailed Report ASCE 7-10 Standard (45.42632°N, 122.85354°W) Site Class D-"Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1[1] S5 = 0.956 g From Figure 22-2[2] Si = 0.425 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vS Nor Nd s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w>_ 40%, and • Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 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 50.25 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 SS = 0.956 g, F, = 1.118 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period Si ...0 S1 = 0.20 S1 = 0.30 S, = 0.40 Sl _- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class= D and S, = 0.425 g, F„ = 1.575 Equation (11.4-1): SMS = FaSs = 1.118 x 0.956 = 1.068 g Equation (11.4-2): SM1 = F„S1 = 1.575 x 0.425 = 0.669 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SEs = 2/3 SMs = 2/ x 1.068 = 0.712 g Equation (11.4-4): S01 = 3 SM1 = /3 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<Tm:S1»Spi(OA+O.8TITd SDs 0.712 } TTSTST,:Sa=Sas ToeTS11,:S.=S„I1 } } T>TL:S„7S,TLIT2 50140.445 4 } } _ f } P i i } i } i i } 1 4 ! i i y i 1 1 P to P i i P } i } } i } i i p i } Par ocL T(etc) Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCE/ Response Spectrum The MCER Response Spectrum isdetermined by multiplying the design resnse spectrum above by 1.5. ®!A! -- J d | 13 e \ | ) Vk-@@ ---- ---- . . . \ / i \ \ i4 4 4 4 I I I -0330,0.125 %2«3 1.07n P f#+ Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[43 PGA = 0.421 Equation (11.8-1): PGAM = FPGAPGA = 1.079 x 0.421 = 0.454 g Table 11.8-1: Site Coefficient FPcs„ 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, F,G, = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[s] CRS = 0.895 From Figure 22-18[6] CRl = 0.871 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or II III IV SDs < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g <_ Sps < 0.50g C C D 0.50g 5 Sps D D D For Risk Category = I and SDs = 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 Sol I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g _< SDI D D D For Risk Category = I and Spa = 0.446 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g,the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf Vista Structural Engineering,LLC Plan 60,Polygon Northwest 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 SEISMIC CALCULATIONS (PER ASCE7) #OF STORIES 2 T, 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 F, 1 118, F 1 5ti SMS 1 047: (=FaS,) IE 1 A ?(Importance Factor) SMI $s654 s „ (=FYS1) R 6.5 -.;(Response Modification Factor) � �� � SDS D1 . ;(Seismic Design Class) SDS 0 698' (=2/3xSMS) SD1ONikg0 436..''. 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' . • . . . . . . . .. ••- . - . . _ t. . . • . -. • ' • - • DATE JR: iVl ist VISTA.- --• - - STRUCTURA-L - DMH .:. . • 7 E N M. 1 MI E ER11V-P •••••Lr•L ... ::_.:.:.. . .:. ••. .• .. .. . . . . . . • .• • : i : • , . , . • i I ; . ,•: , : , 1 t i — ! -- - 4 -i- ! I t .) _ZJI.- ----T-4----1•441Z-4 —!-----. ...i47 .i (6_4/fAce,„• ;4. 14Et- . • • . i . - . . 1 E *... .• I ' . ; : . .. . i•. 1 . , • i . . ,, : , , ,..' .• ,---- i---- : -1-- , -r 4 -!- , i , --,-- , ! ,• : , . . - I . . , • . , .• . i I' & ' i : 1 . . . : 0*------- •-I---- - • ••-t•---•-i-, --1----t-----1--------- • 2 i i 1 I . .• . . . ; , i• ! : : t - '. • '; e2..4t: . a gIllt . • -#:&gl ..71 / ! . • . . . 4--- •••••• ! • : : ' !IF . : 1, . . +._.N.CALL&N...). ...7.-..(•....-3-!..---.' i , • P.,41,2_1.-! _ 4.. _ --i •_ __,.._.........,___ : __ .._ .. -, iv , j-- ---7---7--F---- '"--1--'..* ----i--- E i i • : : i S : : I • - ., . . — . - 4 . • '• . f:. • •:. I.. . Arillk.60 4 .7 - Zae " i L4.14C44-. , uy C.? it4, !•.1W (...C..._1„2,2.1(0.1___er.___41.14..EADI ... i.) , . i a_ • , - .--,---•r---1- i. .; •• - : , : • 4 . ! - _÷.____:• 1. i --1 , -- 1 : , 1(-1( 11.. . ..1., • • __. ' ,--. ' _,..:._____:.,.___,......,1,__..4....._.4,_. : _ _ ...1....__:. ..._. • . ! ' , t i . ' .• : . i : : : • t , - 4- ; ; - ---.1- 0 I • 1---t----1-----t-----41---- . : . . i 1 C- 4- - , • •' .. .. . -Acr--••••:. 1- l 6.- stketk- t- ft !og:.. .... izi -T.N2rzic 1 TID er- AS.C:5:. , "r., 4 -ic: , 4,1A-011-- -4 4514.1441044'14 4: . i . . . . , . . ... : . ; . ;,.; - • : : . - . . • $i ." : 6Tfetki‘T+14 bt. '• . ifVt Pi/4 i .46 • . w. . en! 1 i . : 't • • ; i - : : -- - • i -.' - ...,...‘t.'- / ! 1 .• ;•- ' 21, -StetOt 5 -' ; (-1:8.5•:Pr---63.441,,erl,L : : n 0. : , T-1" 4- : • , i i ' , .. . : , I i I ' • , i . 1 i . . t , . . , .• , iii , I --i- ; .• : , ! : it ; , • • • • , I - : . . ; , . . , - . ' : • i 1 . : . ; -, •••1 -;- . t i . i • - . .• I : I • • . . • - • - , ' . • - . PRO.). . 'el I DATE: ' 2 .4: 41 ,,,,:: — '''‘I ' VISTA PROJ#: 't :*0'. - STRUCTURAL ...--: v., ENGR: D M H L L p rk,, i:-..4-r-r.,( bi-.7-- ,,4--)( I , . „.._... .__,. IQ; 7-r-f- 7-(p7- . . Fog-- I(4,8 .‘kitt 111 --------- ------4` -.._.•' , 1(i 1 4y1A... = 2_, i4i....., (i) 1S Nglits' 2-4, ez:\1 51110 ..0,-i 43 101 or... ris—fi-/ipr- > \c----.77-11*-- (--:ta()'01-1 CI 2.2- 6J/ V :t5','OD i;i1,1-illic .S. C1.2) SA 04A:LLE . 8 Y 45* > 20 I-Wm I 1 1 Perforated Shear Wall Job: Plan 00(A,B,D) Client: Polygon Northwest Company Area of house: Rear wall of bedrooms 2/3 7/18"Panel w/Edge Fastener Spacing as noted with 12"intermediate I able 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 008.8 Seismic FMnd %tuft-height sheathll h/3 h/2 2h/3 50/8 h Wind Force(1)or Seismic Force(2): 1':'. Edge nailing v Edge nailing v 10% 1.00 0.89 0.53 0.43 0,38 Maximum 11/W Wall Segment ratio: 171)'•••'.•,3.6;:1 0 in. 240 1/S6 In. 335*ft 20% 1.00 0.71 0.50 0,45 0.38 Maximum Allowable Shear per sheathed face: ,...,121 ,, 5,#15 _ 4_In. 350 8/ft 4 In. 490#/R ._, 30% 1,00 0.74 0,59 0,49 0 42 .._...._._.0._.....__...........................3In .._._.__._..__.._....� 0......._.._ ..__.0.._....�....._._..._....... 6 _.....05.__... Faces of wall with APA-Rated sheathing: til. 3 In. 450#/ft 3 In. 630#/R 40% 1.00 0.77 0.03 0.53 0.45 ._......_......2 in ...-555 R/fi ..............._..........__.2in. _...._._.820#/il .....__ 50.9 1.00 0.80.._.._-........._0.67._.._..._057....,..__0.50 .._.........._.__._ .............____._.. _._.._.05_...._.�....�....._._.___._._.._._.6.3.__.._._0.._.__.... Verify: Sheathed both feces Sheathed both faces 60% 1.00 0.83 0.71 0.83 0.58 1)Full-width segment without opening at each end of shear wall? Yo. 6 In. 480#/0 6 in. 670#/fl 70% 1.00 0.117 0.77 0.89 0.83 .............7008/ft............................4...n...._........._.80....,._.....,.._... .._.__...._.___. ....,____._.-.._..00._.._........_.....0. 1_._....,_.....-....083_..._.....07......_.......071...... 2)HNV ReUo of all segments within Ilmite9ons7 •'Y 4 in. 700#!R 4 in. 980*tit .._ 80% 1.00 0.91 0.83 0.77 0.71 3)Top and bottom of entire well have uniform elevations? V 3 in. 800 1NR 3 in. 1280#/R 90% _ 1.00 0.95 0.91' 0.87 0.03 4)Lateral force does not exceed maximum allowable shear? 4..>..,Y 2 In. 1170 1Nfi 2 In. 1640#/'R 5)Wall height is less than or equal to 20 feet ,,,g` 3'" _z _ ,. Overall Wall Height 8-ft ,n 040414.t.wxu.wart•."""`"'"""".'_`.'.W`w .M Maximum Opening Clear Height 3.78 II tl Overall Wall Width ---- - ---- Well Segment#1 Length 3 ft 287 OK _ Wall Segment#2 Length 3 ft ;3,2 97 OK, .,,..,,,„ Wall Segment#3 Length •5.81-ft ' 141 •OK .....rat. .,.ae aa+r a,4,axo.,,.Or APPS.K.M51 . oaaasrs Wall Segment#4 Length • 1N/A OK Wag Segment#5 Length 'ft s N/A OK v Wall Segment#8 Length ft _N/A, .„ OK . ..x.. .•,. .°, . 8 s ,11ef ,.• EL, 1167 ft Floor&Roof Dead Load: •45#nt Self Weight Dead Load: 120#/ft i \\, ,,.../ 1 lir OK TO PROCEED W1TH DESIGN Nominal Shear Capacity: V =v CoEI, Anchor Bolts/Na/!s Required %full-height sheathing °, '53%` Minimum sill plate thickness: 2>( Z.% opening ratio: 47% 1/2"dia.Anchor bolt capacity 1040 M Co081 5/8"dia.Anchor boll capacity: 1488(k q(Service level unit shear): ." H.9#/ft 18d common nail capacity: -dl,.._,•,,,i', q'('q/Ca) .... .a87 8/ft Total no.of 1/2"dia.Anchor bolts required: ;1= For Deslpns Governed by Wind Total no.of 5/8"dia.Anchor bolts required: ;1v 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 8 OO 1/2"dia.Anchor boll spacing: 284 Q G } } Intermediate Framing Members "12"2'O C 5/8"dia.Anchor bolt spacing: �28M 0.C. €u'u� OR,an,coawarssl (am Wall Sheathing On: ONE PAGE,',I•:,:1',-I• 16d common nail spacing: ,,z_ ,31y".f3.Ci"„ , Ii FORM MOUS; i1 For Desidns Governed by Seismic Gross uplift force at ends of perforated shear walh ii2kritil4;0.,,:. 7/18"APA-Rated Sheathing with Sd common or galvanized box nails at Net uplift force at ends of perforated shear wall: ,,,,, 025#'ee All Panel Edges: SEE ABOVE l':..07.C.: Intermediate Framing Members: ��,�33���'12"O O Hold-down required at ends on new foundation: Simpson HDU 2-5062 5 w/SSTB29 ), Wall Sheathing On: ONErFACEi-, Hold-down required at ends on existing foundation 8/8?Inblt lhrae 080 0mbedded 10100144* lmpann 0,04; 0S2 I. Floor-to-Floor strap required at ends: SWpson 0822.WIIR,7 bli6Od lengtA,,,„„ .,,p ,,;.;1 k__?1,., "Note:For walls sheathed on both faces wllh edge nail spacing less than Number of 2x4's required at each end of wall: 3'. 8"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 2f. Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line A,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate I able 4,3,3.5(Amencan Wood Council SUPWS) spacing(8d common or galvanized box nails) Co Lateral Force :2708.# Seismic Wind %fulhleathin h/3 5/2 2h/3 5h/6 h Wind Force(1)or Seismic Force(2): 1 Edge nailing ,• ......,....._.,._ .__........__..... .......__. .._,_.... .... Edge nailing v ,.......l•hei 10%sh1.00 0 0.69 0.530 0.4343 0.36 ................ -_._..______......_._._.-_.�._._.._.._............... Maximum H/W Wall Segment redo: .,'j;�3.6.:1 6 in, 240#!ft 6 In, 335#/ft 20% 1.00 0.71 0.56 0.45 0.38 ....____.._....-..._in. .._.__........__.__.._ 4 .._..__490#/f�__.. _._._.._...._.._._...._...-.._.__,.-.�.-...__....._......._.___•.__._____...-......_...._ Maximum Allowable Shear per sheathed face: W::.:,...1216.:#/ft 4 in. 350#!ft in. 490#/ft ,-, 0.42 ......._...�,.......3_,........____._�._11 _._._..._. _...-..,...�......... __._-_-_...._._._.-___..._._..___.6_,._...._...___....._....i.__._._.._. ....,__...._,-..- Feces of wart with APA-Rated sheathing: 1r' 3In. 450#/ft 3 in. 830#M _ 40% ,1;00,,,• 0.77 0.83 0.53 0,45 .............._. .....21n.'_'.._..58587/fl_ _......_.._._2in. 820 f/ft 50%........_�_. 1.00 ,.,........0.800.87._-........0.53.._...__-0.50_._ Verify: Sheathed both faces Sheathed both faces "• 60% 1.00 0.83 0.71 0.83 0.56 ....,.-_--...,...__..._... ... .100.._.._....,.._.....08..._.......-.._..........._.77......._.. ........,__.6_.... 1)Full-width segment without opening at each end of shear wall? , Y- 8... 480#Ift 6 In. 670#/ft 70% 1.00 0.87 0.77 0.69 0.63 ......................4_.._..,,.....„....00# _.........-....,........_.... ,....._.,..-..9...0 ,...............,.....,........,...,.._...._...-.._.__. ...._�._.. .,,...,..,.,..083..._......._......._. 0.71_.. 2)HOW Ratio of all segments within limitations? �._I•Y._ 4 in. ,-, 700#/ft 4 In. 980#/ft 60% 1.00 ' 0.91 0.63 0.77 0.71 ...... ................ 3 _._..,,_.._.26 .....,,,.-.,,__.9 __,..__.._..._.._._.._._.��.,........,_.0..._.._._.._....._7..... 3__ 3)Top and bottom of entire wall have uniform elevations? Y 3 In, 900 filfl__ In, 72611._ 90% 1.00 0.95 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear? ..,;., ........................................1 . ...........-..._.._-......._-.........._...____._..__..__._..1....._._._..__ ....._._._._...._._..0 "'Y 2 in. 1170 Mlfi 2 in. 1840#/ft 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet `,Y._ , ..._.._._..___w _,....,....,,....._._._. OverallWall Height B.ft •--- -OVEMIi.wwuwuttw--------•-••- - F Maximum Opening Clear Height 3.75 ft Overall Wag Width 32.67 it H/W Ratio ♦ ....._..„„ „„„, „„_,_.,„ ,_„„_„_„..,,....,..„.,.,..........,.,„,. ,,._„..„„_„.................._,.........__,..., Well Segment#1 Length 6.50123= - OKc;' Wall Segment#2 Length 21 5 08'' 3OK Wall Segment#3 Length S l/A OK aaa++toravn.tc ws ."�' � r.a Wail Segment#4 Length n N/A - OK • Wall Segment#5 Length ft11A - OK Wall Segment#6 Length ft ,.�,„,N/A, aOK„; , i---I EL, 1-27.5 ft <�.. .,.. ., Floor&Root Deed Load: 30#/fl Self Weight Dead Load: .t;120':#/11 OK TO PROCEED WITH DESIGN k Nominal Shear Capacity: V vCroE4 Anchor SoltsMalls Required %full-height sheathing z 640 Minimum sill plate thickness: ill tE " ee I opening ratio: 42% 1/2"dia.Anchor bog capacity: 1680# y *MAW Co frE 5/8"dia.Anchor bog capacity: 1486 q(Service level unit shear): c PQ:#lft 16d common nag capacity: �„;,238# q'(=q/Co) eG 1t18#m Total no.of 1/2"dia.Anchor bogs required: 33 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: ,,,.2i 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: j All Panel Edges: _> 8) O O • 1/2"dia.Anchor bolt spacing: ;3 7,5 O O �� } Intermediate Framing Members: 1.'15 0,O 6/6"dia.Anchor bolt spacing: 1 12"O•0 uw,xrnm 4uam cecwn aaxxr I Wall Sheathing On: ONE PACO;.,;f. 16d common pall spacing: i ,,:'28,"O C it For Des/ons Governed be Seismic Gross uplift force at ends of perforated shear wall: ,,;885 8Y;,. 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: 710%;#: All Panel Edges: SEErAB0VE 0.0, Note:negative number signifies no hold-down required Intermediate Framing Members:'-* '15 v 13.G,' .'' Hold-down required al ends on new foundation: Simpson HDU2-SDSZ.5 W/SSTB24 '" - Wag Sheathing On: CNE'*Ai; lt - Hold-down required at ends on existing foundation: 5/8-inch threaded rod embedded 101t14)6o wl Simpson HOO1f81S62'.5 Floor-to-Floor strap required at ends: Simpson CS22 with 7-inch end iength>,,F 'Note:For walls sheathed on both faces with edge nail spacing less then Number of 2x4's required at each end of wall: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wail: .-.,1`' Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate t able 4.3.3.5(American Wood Council SUPWS) spacing(84 common or galvanized box nails) Co Lateral Force 27081# Seismic VVlnd %full-hei9ht sheathing,, h/3 h/2 2h/3 5h/6 h Wind ..._..-_.__...0.. ........_ .........0. _...__. ...,.............,,,........ nd Force(1)or Seismic Force(2): -, 1S Edge nailing v Edge nailing v 10% 1.00 0.899 0.53 0 0;43 0.38 Maximum HIW Wall Segment ratio: :0.5%:1 0 In. 240#/fl 0 In. 335#/R 20% 1.00 0.71 0.58 0.45 0.38 Maximum Allowable Shear per sheathed face: -"Jai' .....'................'.""_..._....__.,.,.......-�._._..._._._.__.,...In .._.__....__.._.....,......_.._.... .._._......____.._.__-�_.._m_.._._...._ ._,,._.,.-.._._7.........._...,._.__.,._.,.9.....1..1.0...1...1.1110.42 8[#/ft 4 in, � 350 OM •, 4 In, 490 Wit 30% 1.00 0.74 0.59 0.49 0.42 ........ ...................3..in.......__.6_.. ._.___...,__...._... _..__.....___._...._..___.._-__.___........__.._____.._.__..0..._...._....._._..._,�... Faces of waft with APA-Rated sheathing: 1:r'. 3 In.,• 450#/fl •,3 In. 830#/fl 40% 1.00 0.77 0.63 0.53 0.45 _........._. _.__._._. ,...1.111,-0.._.11...1_... ...._-....._._......____. ....__.._._.......__._____._......_._._..__._...........A ..._ 2 in. 665M%R2 fin. 820#/ft 50% 1.D0 0.80 0.83••••�••�••0.57•�• 5".60mm• ...__...-.. .-..-...._..10,._._..__._._.........0..__..._...__._._......_...0.___._.1.....0 6 3..1_..........._._._. Verify: Sheathed both faces Sheathed both faces 80% 1.00 0.83 0.71 0.83 0.58 1...1.0_...._ ._......._,...,,_,,,...,.,__.. ,....0..,_,........._.-_..-.,". 1)Full-width segment without opening at each end of sheer wall? Y'. 6 In.,• •"480#/R 8 in. 870#/R 70% 1.00 0.87 0.77 0.89 0.63 3...1...31.._,..113...1._..4 ..1..1...1.98_.3....3..33..._,_. .._.__..�._ _....._...,._......._..... 91..........._._.._.._......83....-..........07._..._._071....._ 2)H/N/Ratio of all segments within limitations? Y �•� 4 in 700 Mt 4 in. 980#%R 80% 1.00 0.91 0.83 0.77 0.71 ........_. .. .33..1.....1._......_....#/ft......................._....-.,., Ill. .-.-._..__.,-,...,..,.,__.._......._. ,,,_,""__"_-F05-,__,__�.-..,..,,....,.....,-�,-_„-","_..,,,..._-__,"""."._-"337..3_-",,_.."..."_.-33..13-,"-1311, 3)Top and bottom of entire wall have uniform elevations? V: 3 In. 909#/R 3 In. 1260 Mt 90% 1,90 _0 95 0.91 0,87 0.83 4)Lateral force does not exceed maximum allowable shear? ---._.17 _/._...____...._______._. _ .. _.�._�_._.._.. ..__...____...__. ..............7777...1.00.__..1171.007._1177_._1171 -;x:;;Y< 2 in. 1170#/fl 2 In. 1640#!'R T 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height Is less than or equal to 20 feet ',e_ ''{ Overall Wan Height '.;60 _,,..,,.....-.,----o+A ,chawa.rwwne.............. 1111_ ,..,;y Maximum Opening Clear Height -3,76:ft Overall Wag Width 26 R HIW Ratio .............. .__._.,........ Wet Segment#1 Length • 19,ft c'i 542 c OK ;�'' Wall Segment#2 Length 8.75 R ," 1 19 '. OK s£ r t Wall Segment#3 Length ft k N/A OK ' z rr c eaeawervr a e,aza. �. yoaaurr Wall Segment#4 Length ft ; N/A OK zed exA"nttGeW..eJ Wall Segment#5 Length ft N/A _T'OK Wall Segment#6 Length ft -,'„N/A OK - >`, " ..�..,,,: -1�.._".. ..:7333.. .,: >�.4 .. .. 7773."... ,.. ,. EL, 2§75ft Floor&Roof Dead Load: 30:#/R Self Weight Dead Load: :120#!ft ` OK TO PROCEED WITH DESIGN Nominal Shear Capacity: Vn=vCnEL, AnchorBons/Neils Required%full-height sheathing "62%; Minimum sill plate thickness: m '2R ,opening ratio: 47% 1/2"dia.Anchor bot capacity: i 104 #0 �+• "'" Co ;°.8 9,81 SIB"dia.Anchor bolt capacity. 9485 7i.; q(Service level unit shear): 105i#/R 16d common nail capacity: i22414,„ ,,,„a q'(=q/Ce) '('1158/0 - Total no.of 1/2"dia.Anchor bolts required 5 for Designs Governed by Wind Total no.of 5/6"die.Anchor bolts required: ;'4-) 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: S D O 1/2"die.Anchor bolt spacing: 72 O 6' }} Intermediate Framing Members: 8/8"die.Anchor bolt spacing: 7a 0.0, !a t s. Wall Sheathing On: ONE;PACE.. .. .. 16d common nail spacing: 24,!.Q7.C. ,. ',. it meet FORM: for Designs Governed by Seismic Gross uplift force at ends of perforated shear wall ![.1::];;,,,,685.,#.'+ 7/18"APA-Rated Sheathing with ad common or galvanized box nails at: Net uplift force at ends of perforated shear wall: -846 •; , AllPanelEdges: SEE ABOVE O O 7' Note:negative number signifies no hold-down required Intermediate Framing Members: 12"O C Hold-down required at ends on new foundation Simpson HDU2"SDS25 w/657624 ' ; Wall Sheathing On: ONE'PACE-. ,.. �.. Hold-down required at ends on existing foundation: 5/6-loch threaded red embedded 15 inches WISimpsbn HDU6-SD82 5 1; 7773; Floor-to-Floor strap required at ends: Simpson 0822 WRh?-loots e d l6pgth, ;,,,,• 0733 _ ,_e,:. 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 1• 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 206's required at each end of wall: 1;. Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 2 Lateral Force 1580 I r,AxeLsys„tic' "'"'( Number of Panels in Shear Wall Line 1 SEISMIIXONND P> , Wind Force(1)or Seismic Force(2): 1 �� ,� } Maximum H/W Pier ratio: / SDs . 0,733:1 SHEAMINO mamma V DESIGN Af t f�//////f�///j Overall Wall Height 9.5 ft � /! ///�'�Y Minimum Allowable Panel Width '2:7142681 ft %.� �,� � Total Panel Width In Shear Wall Line 9.5 ft ;I',1 !%`` Aspect Ratio OK? Y5S; `ir0 Uniform Wall Self Weight "142,5-#/R 10 ;� Panel Shear 166'#/ft }j `s Plus shear from panel above 0-#Jft ��i/ Total Panel Shear __.1661it/It 'i! Total Length of Shear Wall Line 9.50ft Required bottom plate size: •2x Bottom Plate HOLO•DOWN STRAP Rh-m imeo Required sheathing: x/18-Inch APA-Rated w/8d, 6&12', RYDESI N IWAPP iCASLE) •^-"""� "-- Panel 1 Width 9.50 ft 1�~ `" ---- ,W; Panel 1 Roof&Floor Dead Load 0#/ft M. ,.15010'ft-# ... .... ... ..... ..... Tension force: r. 1545:# Add Tension force from panel directly above: 0# _„,....,....,..1.... •�._„._ � .._-• ..._...__---...�..W..�_:�� ik Total tension force: 1545'# 0 ANCHOR AND HOLDOOWN REDUIRED aYDEaION Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 75"OC Max 5/8"dia.Anchor Bolts Spacing Required(If at foundation): 107"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 48"OC Maximum tension force: 1545# Hold-down required at ends of segmental wall(new foundation): Simpson HOU2-6D52,5 wl 86T824 Hold-down required at ends of segmental wall(existing foundation): 5/8-irich threaded"rod embedded10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CS18 with 13-Inch end length Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 2 Lateral Force •349'# Number of Panels in Shear Wall Line 1 SEiSMIGtaYIND row, Wind Force(1)or Seismic Force(2): 1 ,f'/ jr� l �� Maximum H/W Pier ratio: ;3 b 1 %i� // /000/ii").14::ri 5 "033.. arNElUTHINft Rfiausria ax DfiDiON ��/ %/J Overall Wall Height 9 S:ft r,Minimum Allowable Panel Width z3'714266;ft 10j/I Total Panel Width in Shear Wall Line :!;:;:..9,5 ft d� � Aspect Ratio OK? ,YES? 0s % Uniform Wall Self Weight ' "1425#/ft to Panel Shear 342:#/R ii Plus shear from panel above 5 'S!#M vi Total Panel Shear342# /It /t Total Length of Shear Wall Line !.:,.:!:;:;.,.:.9.50 ft Required bottom plate size: , ag.1 SDitbm P14t51 11I.0.00WS$CRAP SECURED Required sheathing: TI164:01, y14 5/tftad:1060. 4 '12:: De APPLICABLE) Panel 1 Width 9,50 ft Panel 1 Roof&Floor Dead Load 0.#/ft M. :0606650 ft# h—I M, Hat 331,,;ft4 Tension force: 5214# Add Tension force from panel directly above: 04 Total tension force: ! 3214:.# 1 11 )., 4 .. ,t ANCIIQRAtio tiqu ooh?t REQUIRED avDESI6ri Max 1/2"dia.Anchor Bolts Spacing Required(If at foundation): 36"OC Max 5/6"dia.Anchor Bolts Spacing Required(If at foundation): 52"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC ';,.,•,,,,,,,,,,,.,c Simpson A35 or LTP4 maximum spacing: 24"OC Maximum tension force: 3214# a Hold-down required at ends of segmental wall(new foundation) wlrhpbdrt HUU5-,5US2•,SIw/bSTB24 s= Hold-down required at ends of segmental wall(existing foundation) 5/3 loch tiveddad rod embedded 1 d inches w/Simpson)tbL15-SbS2 5 ... Floor-to-Floor strap required at ends of segmental wall(if applicable) 5lmpson'C&fSTGI6}nth-20.I0Ith 4rld length Force Transfer Method Job: Plan 60A,B,D 5 6 7 8 Client: Polygon Northwest Company .o a- 1 Area of house: Line 5,2nd floor WIND/SEISMIC Lateral Force 2724# FORCE ' Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5:1 A 0 F Overall Wall Height 8 ft Overall Wall Width 16 ft Height 1-2 , 1 ft 2 _ Height 2-3 5 ft Height 3-4 2'ft Length 5-6 3 ft Length 6-7 10 ft FORCE Length 7-8 a ft T ST p \ / \ / WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 1362# B GOPENING OPENING Shear at bottom of panel: 170'#/ft WIDTHS OK HEIGHTS OK HIW RATIO OF WALL PIERS.OK, / \ B&G Horizontal: v= 454.0#/ft D&E Vertical: v= 454.0.#/ft 3 m _ Forces at points 2-6,2-7,3-6 and 3-7: 4540# Forces zero out at points 2-5&2-8: v2.51.2„6= 1513.3#/ft v271024= 1513.3#/ft C E t H A&C Horizontal: v= 1059,3#/ft - t F&H Horizontal: v= 1059,3 4/ft Vertical Force i Point 2-6: F= .605# 4 Vertical Force Q Point 3-6: F= -1665# 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 4540# FORCE FORCE Strap required for horizontal force transfer: Simpson CMSTCI6 ¢ End length required: 20 inches' Sufficient Panel Length for required end length? YES, Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2=SDS2.5 w/SSTB24 , Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10,intrhes WI Simpson HDUS-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CSI8 with 11-inch end length Number of 16d nails required(4)16"o.c.at bottom plate for shear 3 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A,Floor 1 Lateral Force 4312# 1 r.....w atre r. I Number of Panels in Shear Wall Line • 1 s ,4 \ s�ls�stcranND raRc� ,p Wind Force(1)or Seismic Force(2): 1 /,} '/ i/ r f, Maximum H/W Pier ratio: �. 3 S I %� //��J/�/ J/ ///,�/r I S. . 0,, . SHEATHING REQUIRED 9Y MOON � �% • / // � '+ Overall Wall Height TalPdthInShear Wall Line 9 lr 1 f Aspect Ratio OK? " E$ �i�% f !'" '.. Uniform Wall Self Weight 185;#/ft j0 0 Panel Shear0,1 439;#/ft jr Plus shear from panel above i#/ft I0tfTotal Panel Shear 49#/fI 1 Total Length of Shear Wall Line ,. 9.00ft Required bottom plate size: (2}2x Bottom PTate, 1104.043,7044& ACQUIRED Required sheathing. ,zi,10,nthA Af;ateiwv8d©8.3,12,, fEIDEaofAPPLIC'B'E) Ill Panel 1 Wdth 9.00 ft Panel 1 Roof 6 Floor Dead Load 245.#16 / M. 3$808 ft-# M, 7655` f ft- Tension force: :r .3481;:# = .m....._...__.-..._..,...-.__.... „,.. Add Tension force from panel directly above: 0# Total tension force: ._3461'# 1 il 11 i mctiOr ANOHOLOUOV N RECUrREDNYOESIGB Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 31"OC Max 5/8"dia.Anchor Bolts Spacing Required(If at foundation): 47"OC Max.16d nail spacing required at bottom plate: 2"OC `,,,', ,,,,,,, . Simpson A35 or LTP4 maximum spacing: 17"OC Maximum tension force: 4260# Hold-down required at ends of segmental wall(new foundation): SimpsonHD49DSif6W/451824 x Hold-down required at ends of segmental wall(existing foundation) 1:0:190 threaded rod embedded 15(riches w/Simpson HD $b53 Ku Floor-to-Floor strap required at ends ofsegmental wall(If applicable) Simpe0(1 C;NSTC18 witrf24-ln+:tt erltl:Ingth .. _ _ . .N Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line 8,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS} spacing(8d common or galvanized box nails) Co Lateral Force 4312# Seismic Wind %full-hei ht sheathin h/3T h/2 2h/3 5h/6 h WindForce 1 or Seismic Force(2): 1 .._......__. 9 ,_..._._..__...__...... 6............__................_.._.._..........._..... ........... () () Edge nailing v Edge nailing v 10% 1.00 0.89 0.53 0.43 0.36 ............... ......_.._._.__.1..0. .. .....,_,__.0....__.._................._._............0........_. _._03........ Maximum H/W Wall Segment ratio: 3.5.::1 6 In 240#/ft 6 In. 335#/ft 20% 1.00 0.77 0.56 0.45 0.38 ................... ....._._.._._ _....__......_..._._.......... .._..' .____..__.._...... �.._........_....0_......_........... __...._....._...... ___................_........0....._..._............_. ............2._.... Maximum Allowable Shear per sheathed face: _,..,,.1218`.#/fl ...........................4 in .._..._350#/ft ..........,... 4 In. 490 fNfl__..._......_ 30% 1.00 074 0.59 049 0.42 Faces of wall with APA-Rated sheathing: 1` 1.. ....,n ....-._._...._....__...........-__ _._1,0�.....-__.._............0........._................__...0............._....0... ..........4....... 93 in, 450 f#fl 3 in. 630!#ft 40% 1.00 0.77 0.63 0.53 0.45 .,........_.._......,_....2..._............._.......565#......._...._............._.._.....,....... ._,..._._.......... ........._......._......... ....___.._........ .._._..,_....,............_.......0.............._....................0................_........................06.,..........,......._..5..,..............0............... 2 In. 585#/ft 2in. 820#/fl 50% 1.00 0.80 0;67 0:57 0;50 ....................60.__...__.............._..........._....._...._....._.._...083_._._..._._...-. 1)Verify: SheathedIn. both faces Sheathed bothfaces 70% 1:00 0.87 077 069 063 Full-width segment without opening at each end of shear wall? Y. 6 In. 480#/fl 6 In. 670#rfl 70% 1.00 0,87 0.77 0.69 0.63 2)HNJ Ratio of all segments within limitations? Y, ......... ..... ..............._._._.,......_..._..............._..4 In............_..80 8........__._. ..._........-..._._....._„.._..._._.._._1 0._�_.___.._......._.__._._.._.....�._.._.0..8..._....._ 0.71 g 4 In. 700#/ft In. 980 fNft 80% 1.00 0.91 0.83 077 0.71 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/ft 3 In. 1280 St/ft 90% 1.00 0.95 0.91 0,87 0.83 4)Lateral force does not exceed maximum allowable shear? ! , ,V 2 n.. ..._..__.._._ 2 in. _...........640.._/_._.__.... .._.._.___..__......_._. _...................____.._....__._. 10...__..._..___._.._..._.......__._...1.001.00 .. 2 In. 1170#/ft 1640#/ft 100% 1.00 1.00 1.00 1.00 5)Wall height Is less than or equal to 20 feet Overall Wall Height 9 R r-... .................. .__....,,,,, =..._avtawu wettwrnxrr ......• -.,..,..,-...... .._.__,w.,r Maximum Opening Clear Height 4 ft I 1 Overall Wall Width 30.5 ft '1/W Ratio Wali Segment#1 Length 16.5'tt .0.55 'OK ""��"-" """-` '_-' _ --- •- ..___..1 Wall Segment#2 Length 11.25 ft 000 OK 1 Wall Segment#3 Length tt N/A 'OK Wall Segment#4 Length tt N/A OK "` i"` '----arnwnarz 7. Wall Segment#5 Length 'ftiN/A -OK 1 Wall Segment#6 Length ft N/A 'OK. �` '1 1 EL, 27,75 ft i Floor&Roof Dead Load: 285#/5 w Self Weight Dead LLoad: s ' �135'.#/ft OK TO PROCEED WITH DESIGN - r et) Nominal Shear Capacity: V vC EL Anchor Bolts/Nails Required i e1 j %full-height sheathing WI91% Minimum sill plate thickness: 2 x rY tl 1 opening ratio: 44%- 1/2"dia.Anchor bolt capacity: 1040# �, ` Co • 0.95: 5/8"dia.Anchor boil capacity: 1488# , 1 q(Service level unit shear): 155;fl/ft 16d common nail capacity: 228.# `_ [ Total no.of 1/2"dia.Anchor bolts required: ' 5 for Designs Governed by Wfnr( Total no.of 5/8"dia.Anchor bolts required: 3'. 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at. " """.. "" g; AB Panel Edges: :8 O C 1/2"dia.Anchor bolt spacing: 72 0,C. f Intermediate Framing Members: 12 0 C 5/8"dia.Anchor bolt spacing: 72'.'!'0.0. (druslcosiMtchSION vaurndesrsllsasral ONE FACE ,-„ 18d common nail spacing: 17 O.C. 1,04x1. PORCE Wall Sheathing On: f for Designs Governed by Seismic Gross uplift force at ends of perforated shear wall 1472'6 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall -1203 I All Panel Edges: SEE ABOVE::"0.C.' Note:negative number signifies no hold-down required intermediate Framing Members: 12" 0.C..., -,', Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24. - Wall Sheathing On: ONE PACE Hold-down required at ends on existing foundation: 518-Inch threaded rod embedded 10 Inches w/Slmpsdn HDU5-SDS2.5 Floor-to-Floor strap required at ends: 811/past 0822 with?.Inoh and length 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 1 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Una 2,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or alvanized box nails) Co Lateral Force 2040# Seismic Wind ,%fullheightaheathing," h/3 -1513 "„„"„_,__,N2,_ , 2h/3 .._511/8_,___._h.,...... Wind Force(1)or Seismic Force(2): 11 Edge nailing v Edge nailing v 10% 1 00 0 6g 0.43 0.36 Maximum HIW Wall Segment ratio: ,kog�,3.5-,:1 6 in. 240#/R 6 In. 335 ti/ft 20% 1.00 0.71 0.56 0.45 0.38 Maximum Allowable Shear per sheathed face: 1218#/ft 4 in_ 350#lft4 In. 490#/1130% 1.00 0.74 0.59 0.49 0.42 Faces o1 wall with APA-Rated sheathing: 1 3 in. 450#/11 3 In 630#/ft 40% 1.000.77 0.63 0.53 0.45 -- 2 In, 585#/ft 2 In. 820 W 50% 1,00 0.80 0.67 0.57 0.50 Verify: Sheathed both faces Sheathed both faces _ 60% 1.00 0.83 0,71 0.83 0.58 1)Full-width segment without opening at each end of shear wall? Yi 6 in, 480#/ft 6 In. 670#/ft _____, 70% 1,00 0,87 0,77 0,69 0,63 2)H/W Ratio of all segments within Ilmltalbns? ,,,,,,V 4 In. 700#/11 4 In. 980#/R 80% 1.00 0.91 0.83 0,77 0.71 3)Top and bottom of entire wall have uniform elevations? ii,iiii• iiiiiiiyi 3 In. 900#/ft3 In, 1280#/ft 90% 1,00 0.95 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear? 2 In. 1170#)11""" ��___2 In. 1640#%ft 100% 1. 00 1.00 1.00 1.00 .._.1.00'"' 5)Wali height Is less than or equal to 20 feel V ,.. Overall Wall Height 9 R { ^^^^�^^^� OVOR LL WhlLwelTH. --^--^- ^°^^�--° Maximum Opening Clear Height 6 ft Overall Wall Width 22 ft H/W Ratio ,..._..._. ._.......,. .._......_._ ..,..m..,.��....__.......__....... ............_..._ ..., ..._..._.,.._ �,... Wall Segment#1 Length ,-,':-'::::::-.:::3ft $40 r 01< it Wall Segment#2 Length 9 ft 100 OK av 1 Wall Segment#3 Length ,.ft N/A OK 1 . arcs- y-'SCS' x41176.�(' {t M4arrrotasat' ! i�T 1,1 Wall Segment#4 Length R NfA OK ;. Wall Segment#5 Length i ft ` N/A x OK: �' Wall Segment#8 Length �p--ft N/A:.> ,..OKt ,, U ,r,,,„ .," EL, 12 6 ,s,.. -.., ,,. ,nw...S 6 ighof add oad120:#/5 \*4(."/ Self Weightt Dead Load:: ,> 18k�uR OK TO PROCEED W1TH DESIGN Nominal Shear Capacity: V vC,EL.i Anchor Dolts/Nails Reaufred %lull-height sheathing 5646 Minimum sill plate thickness. 2 X opening ratio: 87% 1/2"dia.Anchor bolt capacity: 1040 ti 1 Co 0 87< 5/8"dia.Anchor bolt capacity: z 1468# s a q(Service level unit shear) 1.70#/R 16d common nail capacity: ,,<'228# , ,_ j A- q'(=g/Co) 264 8/5 I Total no.of 1/2"dia.Anchor bolts required: aiiliaig,iii 4 I for Designs Governed by Wind Total no.of 5/8"die.Anchor bolts required: itilM41 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: ' 8 -O C 112"dia.Anchor bolt spacing: 72 G tl } } Intermediate Framing Members '^ 12 0 0 618"dia.Anchor bolt spacing: "�72"0.O 1urtIFVCOMPacaeary wur'rxx>Mrs orll 1 .0.0 iii rnteet rue=s Wall Sheathing On: ONE FAGr? „�,."".. 16d common nail spacing: ,,, z1� . ...,. T for Designs Governed by Seismic Gross uplift force at ends of perforated shear well x2284 8 z 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: 1,1,388';; 1 All Panel Edges: SEE ABOVE"CY G Intermediate Framing Members: -? 12 '0.0 Hold-down required at ends on new foundation: Simpson HDU2 5082 5 w/SSTB24 Wall Sheathing On: ONE FACE; , _ Hold-down required at endo on existing foundation 518-inch threaded rod embedded 10 lnoh#w/Simpson HDU5-SD82 8 Floor-to-Floor strap required at ends: Simpson CSf8,WItt 11-11,00.dlength,,, , „„v,,,, ,> I 'Note:For walla sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 3: 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wail: .'-.2'. Segmental Shear Wall Job: Plan 60A,B,D Client Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 1771# PANEL Oilf.Mf.w Number of Panels In Shear Wall Line 1 Seisto WIND ,A.. .. 4 Wind Force(1)or Seismic Force(2): 1 /// //,//" .;-",i; /,�r �I Maximum NAV Pier ratio: 3.5:1 , / P f/ Overall 0.733 anaAr++a�aRaaumenaro ///////,.0,l//��r Overall Wall Height g g Minimum Allowable Panel Width 2.571429J.ft Total Panel Width In Shear Wall Line 9.5 ft Aspect Ratio OK? 'YES Uniform Wall Self Weight -1:35.• #/ft Panel Shear s M Plus shear from panel above itegaiejNit if Total Panel Shear4X6 #/11 Total Length of Shear Wall Line 9.00 ft .t Required bottom plate size: ,-,(2)2x bohohiP(ate! HOL0•00wft VFW REWIRED BYDRequired sheathing ,y i 7/18•Incl ApA Rated ti/8d,0 4,80 2', APPLICABLE) Panel 1 Width 9.00 ft i Panel 1 Roof&Floor Dead Load 0.#/it ;, M, 15,1,00; #8 .; r.:.- M, .... :27:19;ft-# :: ^ Tension force: ,_1376:# Add Tension force from panel directly above: 1545# Total tension force: 2921# J , '""t\A' ' ' , , < ANCHOR.MO HOLD:OOWN REQUIRED BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 83"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 91"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 41"OC Maximum tension force: 2921# Hold-down required at ends of segmental wall(new foundation): Sintpaor HDL18 SD,SZr6Si/$$T624 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded,rod embedded 10 inohee wiSimpson.14 115 SbS 5 Floor-to-Floor strap requiredatends of segmental wall(if applicable] Simpsot(CMST,018 Wth Zo-inch efld i ngth' . Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 glIFIEL Wi.)iN,w f Lateral Force 29266 Number of Panels in Shear Wall Line 1 S616kfcoomo MR= �*,,rr Wind Force(1)or Seismic Force(2): 1 %/� //,/� Maximum H/W Pier ratio: 3'5:1 stie&TNW6R630#1SoSYOESPBN 5,04 /�• Sas ;144-41V7 , 0 733; //� i Overall Wall Height • 9 ft Minimum Allowable Panel Width -2 5T�42 ;ft � Total Panel Width in Shear Wall Line '-',•9,5'ft Aspect Ratio OK7e s Y,ES, Uniform Wall Self Weight 165:#/H Panel Shear 306#/ft Plus shear from panel above .t#/ft Y Total Panel Shear , ,/ Total Length of Shear Wall Line 9,00ift Required bottom plate size: ,(2),2k(3ottd,,grittal H01.0.COWN VTRAP aMOLxRED—\-.,,,T, ay DE$sQts(IF APPLICABLE) Required sheathing: t/ 6c1t 1,-*(10.ed 40 $&iZ "-^-�-... Panel 1 Width •• 9.00ift 'r. """" . is Panel 1 Roof&Floor Dead Load •'0.#/it M, 24946 6-# r . ..: M 2T19'ft# Tension force: 2470# , — — — Add Tension force from panel directly above: 3214i# 1 Total tension force: 56841# r' ANCFIORAND HOLD-00### REQUIRED 8Y0e81.3rr M- ax 1/r dia.Anchor Bolts Spacing Required(if at foundation): 36"OC M- ax 5/8"dia.Anchor Bolts Spacing Required(If at foundation): 55"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 25"OC . M- aximum tension force: 5684# H- old-down required at ends of segmental wall(new foundation) $1hnpbdi1 H,UQ8SDS3'W/557826 a414k etid Rg's... .„ Hold-down required et ands of segmental well(existing foundation) Consult S) pson Man}ra(, , a.,._..�. ,T,,, { Floor-to-Floor strap required al ends of segmental wall(if applicable) Sirftpkdh'CMSTr4,'�v(fF 0.note�0-- th . :: .. Force Transfer Method Job: Plan 60A,B,D 6 6 7 8 Client: Polygon Northwest Company o. 1 Area of house: Line 5,1st floor WIND/SEISMIC Lateral Force 5307# FORCE Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A D F Overall Wall Height 9 ft Overall Wall Width 16 ft Height 1-2 2 ft 2 Height 2-3 5 ft Height 3-4 2 ft Length 5-6 3 ft Length 6-7 10 ft Length 7-8 FORCE 3 ft TRANSFER Vertical reactions at bottom corners: 2985# Ste. a WINDOW/DOOR WINDOW/DDOR 0 Shear at bottom of panel: 332'#/ft OPENING OPENING WIDTHS OK ., HEIGHTS OK ' H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 884.5#/ft, D&E Vertical: v= 746.3#/ft Forces at points 2-6,2-7,3-6 and 3-7: , "7463# Forces zero out at points 2-5&2-8: v2.5 to 2.6= 2487.7#/ft. v2-7 m 2-e= 2487,7#/ft C B H A&C Horizontal: v= ,;1603.2#/ft F&H Horizontal: v= 1603.2#/ft I i i Vertical Force Cg Point 2-6: F= 1714#' 4 Vertical Force(4)Point 3-6: F= -2709#' UPLIFT/COMPRESSION UPLIFTICOMPRESSIDNI Horizontal Force at top and bottom of windows= 7463# I FORCE FORCE Strap required for horizontal force transfer: Simpson CMST12. End length required: 39 inches , 9 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 WI SSTS24 , Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded"10 inches w/Simpson HDU5=SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CMSTC16.with 20-Inch end length" Number of 16d nails required @ 16"o.c.at bottom plate for shear 6 Segmental Shear Well Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A&8,Floor BSMT Lateral Force 1771# 1 Wf+Arf%I,WM fte f Number of Panels in Shear Wall Line 1 SentS C.WINp ., ' ® !`> \ Wind Force(1)or Seismic Force(2): 1 E //'��fjf' r /♦f / Maximum H/W Pier ratio: 3 5:1 : %�/J ///�I / $ „ ,,,,.:04-3i.: sd18ATHIN6 ROOUtReo sY Mean /r I/ ,r ►///, os • Overall Wall Height 8 ft Minimum Allowable Panel Width k046¢Tf4ift ! JO .0� .^ $ Total Panel Width in Shear Well Line _ 21'.ft � � Aspect Ratio OK? Y S: a>/i Uniform Wall Self Weight 120!#m 'j ' Panel Shear :I,'t84i#m :%f Plus shear from panel above 0?;#m 1 T Total Panel Shear °84#m / Total Length of Shear Wall Line 21.00 ft Required bottom plate size: = , 2x'134tt0m Plate H040.00WN aTRi'p0QUIRED BYDEeioN tw AMICABLE) sheathing: g_,�;I'C0-lnt`h,AaA-EXated wl8d���tS✓1 i2�f 11� �w-. 't Panel 1 Width • 9.00ft 5, i--"""�=. Panel 1 Roof&Floor Deed Load •- 330#m M 8072.;ft-9 M, Igalligt66i ft-# Tension force': +335# n . Add Tension force from panel directly above: 3214.# i' Total tension force: 2881# ).i.' *Note:Negative tension force signifies £ no hold-down required ANGHORANO HQW0004.4 REQUIRED 6Y DESIGN Max 12”dia.Anchor Bolts Spacing Required(if at foundation): 148"OC Max 5/8"die.Anchor Bolts Spacing Required(if at foundation): 212"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 95"OC Maximum tension force: 2881# Hold-down required at ends of segmental wall(new foundation) Slmpaoft FHDU2-SOS2Z$W/S$T82a;e Hold-down required at ends of segmental wall(existing foundation) z X518 inch threaded rod embedded 10 inches wl Simpson 1tDU i�52 Si Floor-to-Floor strap required at ends of segmental wall(if applicable) mpsdii,CMSTGI6 4r1t1'20-lath siid'length SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. stro ngqie www.strongtie.com Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *2009 International Bldg Code *Wind *3000 psi concrete *Alternate Basic or Basic Load combination *ASD Design Shear=2556 lbs Selected Strong-Wall®Panel Solution: • End Total Axial Actual Model Type W H I T Sill Anchor Load Uplift (in) (in) (in) Anchor Bolts (lbs) (lbs) • SSW24x10 Steel 24 117.25 3.5 N/A i 2-1" 100 15808 lb Actual Shear& Drift Distribution: • Actual Allowable Actual/ I Actual Drift Model Shear Shear AllowDrift Limit (lbs) (lbs) Shear ( (in) (in) SSW24x10 i 2556 < 4205 OK 0.61 0.33 1 0.67 1-SSW24x10 is OK. Notes: Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 3 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Strong-Tie www.strongtie.com Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *Stemwall-Perimeter *2009 International Bldg Code *Wind *3000 psi concrete Anchor Solution Details: Mtaimum Mom*god* Hat!tor WHIKawe Wale So PH& SSWHSR aLo SSY1A8 par eeHHHr 3e SSWHSnk 19. , t OH tom.sect : 3' -S#aeer. r-Ge) 4 l 1 F f 47 ' f r SSWAB 411i '1 1 . ' 1 t-, rears*, oz. , . xi-g . _ } f$ i FTI ,ate. ,. b._ 5,w '0..,'0.., 1 W—I., 3 • _ it W .- 3 �r-' W-r-4 $-. ,...hW-.4 `i W turb or Stemwall Section View Footing Plan Section at Stamrratl SSWAB and SSWHSR' Extension Application Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: 1 Model W de i S i Anchor Bolt Strength Model W de S Anchor Bolt Strength ISSW24x10 l 27 9 18.25 I SSWAB1 1 Standard 1 I SSW24x10 24 8 18.25 SSWAB1 Standard 1 Notes: 1.Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2.Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength(HS). 3.Wind includes Seismic Design Category A and B. 4. Footing dimensions are for anchorage only. Foundation design(size and reinforcement)by Designer. The registered design professional may specify alternate embedment,footing size or anchor bolt. Page 2 of 3 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. -►Str ie www.strongtie.com t9 STEEL STRONG-WALL®SHEAR ANCHORAGE Faarxstan slmar rem(orcesnem to resat shear rants ham Slroe9 war panels located M the Wge d ca+crele a shown in the batik betas, TheTne.SSW12 and SSW IS used in seed app*catione da not require shear eeddorcemat. ate panel design Sheartotce is fess than the sage allowable shear bad shown in the table below.. SBSM1c IYUiQ' 1 ..-.-. .,._. Migampal_ .,«,...... _....._..;. ASBAaeinDk SMar taatY" � { sailtet fir SYS' ,,,„.,1614"1"1111 S wa ; Shun ShmwaB (lbs) } Raialootmad ....width filial= wiaR' .t'tWNmrap Cdrlt7SNmwta s 8'Atlidaaml Ctxtlslamwae #ini _ on) t wnaeke0' .cracked Utuxad[ad Cracked m I ( SSWt2 5 �Et)I3 Fie ( S None rxqured j — 1379 ]'Th 1505 -( 1145 SSWts 52 lt)l3t`re S Nonorrgrhnd — _ 1x65 I 1260 , 2015 1149 SS6Yf6 u (1)rstt in a� (1)63tiutpn s 3 ssum Y5 ttI 3toatrAtt >p {t)r9Haepin 5 ..... 13aupktretrdoreementMfikwtmadmum a 55W24 t7 t2)a3ttwpts Sa a0owatnastuarbadatlt�steatsugnpwal"'panel 1.Shaer ancMnpe.deaians coalam to 50 31105 inti asuane minimum 1c.2550 Oct concrete, 2:S90ai raved coda regakrct bt oar s kasakt en a no>�kqw,rarest lenes8liea appkul - fAatit — Non,e9ye e1,.., e..or braced-ent week appkeati9n8; 3.Sabot Saranac +pn CatrOtey G erraapk€Oersted 1 aro 2 taony duvet b 50C C raer one,0,4101.....„......7.2Yce anrrwrano wows.. Soda".."' raintawnnrn deaiges coersYr,to AC1218-05 Sadie,0.3.34. 1,144'4t Web Serene town CacaporyA and 6_. . 5,vpbcra eneoioom avrl±tt9rraan node,0 5'nokes Stang-10 sfratgtkn 5S�1kx9 a used b.t}sm(t)63 tie ter 54X12 and S5W15 weer tle S1md StroIO-10 panel desipa aural fnm records I re mutated ouse(1)13amd»*4,shear bad.. 7.11e r+9iaieced dastip protrasiona!map eync35 atria irate stwar ant4wagc. y..,_..._.__ '_ to Men — . ,,g,.4'4"...„ .M.- ...............tt_._..._...__-.._, a., em s<eH ! swa�r�m g > Y 3 t duftg=caw ,—i--1-7;%>:'7,---4— "�:,,. J"Y ,..--,fj,„..,„7..-1,--,"":,7, ::...X'-',; . ,a7 �rv,Pr ► 12 ciao,se, .. S5WAB es Haag #edtoandSecerduing SSW it #3 Tie field be Ortaskeane Orale 30 gait cmuern with WI a 17 kgrade 40 (te n<t aresvh'nr OnO spn;dt NWT 0,14L} plNxlrrenl Hairpin Shear Reinforcement Tie She Reintdreemenl SSWA@ e3 Hairpin'o3 tie simil,5r), see table lot required quaint.. ah CLR�4 j ,--i3k'Spe*anp k fi k .t 4. - t *".- Hairpht Installation (Garage,,ensho n,arae,faatrap types mfdtrl Page 3 of 3 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2018,11:59AM 4/"""M'illi ', `2,te r 4 t ilA A' 3V"'W ", i' •,"`� ane" mist. zAtt**FIn ,, S 1 .i'..$ �:, ,i sa a,, 7„" .,.., a ,'��.° �m.. .:ate.` �,.,�r,..:�.�, ,'�.. ,AteWw .�";,,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity " Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0550)L(0 220) yc Ja .a P , y, , ,.te „ ,-.:,., n s,� '. yy ,. f0, ,rr .i k r° ; f a� ( ,; x40 At__ rr .r,;,;;:.. .."o-,....., 3liev.,.... «;. ,. ..��,.. •� �e's,` �. ��'�" ::. te:. tY� *:�`,��,',. 3"�.n. v 4x8 4x8 • Span=1.0 ft Span=8.0 ft -A7 i LA8L S 4, r ern 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 r,, 1�ESh hf.S'�JMia#Y: ZOM ;` .,,. Design O 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 +D+t..+H Load Combination +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 Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C 1 C m C t C L M fb Fb V fv Fv +D+-FI 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 +D+L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.054 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 0.14 53.81 994.50 0.96 56.60 180.00 Length=8.0 ft 2 0.839 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 2.13 834.32 994.50 0.96 56.60 180.00 +1J r+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.050 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+S44 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 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:1 WY 2016,11:59AM al 1 £v,oisldenn>staPIENw. X51350 ec6 . 7d Beam' Z£ N O Z" ti 7..AL ,t. s .,,..�� , .. .„.�.,�,��.��.__ �`_,,.-�' z. _...�,. � .�.....� : � � EtJHF�L�w,1�c..1 ; 8�Sua�81S.4,15;YerS.16.4.15 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LIC Description: Deck support beam(worst case-18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd Cm Ci Cr Cm C t CL M fb Pb 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 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.035 0201 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 159120 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+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 4528 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+0.750L-0.450W41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 4528 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 4528 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-0.450W4 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 +0+0.750L+0.750S-0.5250E41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 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 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 159120 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 Overaii,Ma DefleCtt011S Load Combination Span Max. -"Deft Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0531 0.000 +D+L+H 2 0.1384 4.022 0.0000 0.000 ';-:Y.401:6141:•-1444:465:477';',*::'" Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.392 1.083 Overall MlNimum 0.167 0.130 +041 0278 0.217 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Protect Descr.. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2018,11:59AM t t t t r S !L1 .'. , ,1$ t5 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18X10'deck) ` �xz Support notation:Far left is#1 Values in KIPS ��C'deaC ���: _:, M PP Load Combination Support 1 Support 2 Support 3 +D+L+H 1.392 1.083 +D+Lr+H 0.278 0.217 +D+S+H 0278 0.217 +D+0.750Lr+0.750L++1 1.114 0.866 +0+0.750L+0.750S4l 1.114 0.866 +0+O.60W+H 0278 0217 +D+0.70E+H 0278 0217 +D+0.750Lr+0.750L+0.450W+H 1.114 0.866 +l)+0.750L+0.750S+0.450W41 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 0.278 0.217 Lr Only L Only 1.114 0.866 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MY 2016,2:27PM _.,. '-- MF CusersPene�1QpEN cA 11150 eoBI fl t $ u _ . y ,, ` 4.WERCA,G INC11 2018uud,1845V it6.1fiA15 , Lic.#n:KW-06a0523 � ewt . . � l Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase � • 0L(0.0to.za 6 , i ot0.01 (0.04) ( 1L(.4)+ + i +0.� + •• fit, - K • • 2-2x8 L11 2-2x8 • • • Span=9.0 ft Span=1.0 ft Applied Loads, Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50->>6.50 ft, Tributary Width=6.0 ft Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft DESIGN SUMMARY' '`' : Desi.n OK Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 985.00psi fv:Actual = 48.11 psi FB:Allowable = 1,055.70psi Fv:Allowable = 180.00P si 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. MVAaximurr Forces&gressesx oiL L©ad Combinations .. -- - -- - 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 +D+" 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.207 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 950.13 0.14 9.62 162.00 Length=1.0 ft 2 0.002 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.01 228 950.13 0.00 9.62 162.00 +D+L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 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 +04.r+1-1 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 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,Z27PM n '� -�1a € , ;fix a 'N `. �� a v . i . D 1 isLic.#:KW-06090523 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 Ci Cr Cm C t CL M lb Pb V fv Fv Length=9.0 ft 1 0.149 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1319.63 0.14 9.62 225.00 Length=1.0 ft 2 0.002 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1319.63 0.00 9.62 225.00 +D+S4l 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1214.06 0.14 9.62 207.00 Length=1.0 ft 2 0.002 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1214.06 0.00 9.62 207.00 +D+0.750Lr+0.750L+11 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.597 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1319.63 0.56 38.49 225.00 Length=1.0 ft 2 0.007 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1319.63 0.02 38.49 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.649 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1214.06 0.56 38.49 207.00 Length=1.0 ft 2 0.008 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1214.06 0.02 38.49 207.00 +0+0.60W41 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 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+0.70E+11 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 +0-0.70E+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+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750Lr+0.750L-0.450W-H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 4+0.750L+0.750S-0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-0.5250E4l 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 11820 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 o:*0II.11 TD.enP1Ct 'r vt Load Combination Span Max "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+LL+H 1 0.1934 4.626 0.0000 0.000 2 0.0000 4.626 +D+L+H -0.0671 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:27PM t4�Oc>«d � �e 0;1Us�sIDenAs1(3i71ENEfA 3i1154e�fi ,<v'-0 3"..., z .>.. .i „".t( 5'f.. ��L. 7 o,.v.., >F. ..1y"..d �, .,f i..v..._ ^4P&.i.,,., ► ?-,`-i.ua#J t��ii33dJ. 1605,VtiJ.3k4:� -'-. Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS Vertical Reactions ! 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 +D+L+H 0.622 0.778 +D+Lr+H 0.124 0.156 +D+S+H 0.124 0.156 +0+0.750Lr+0.750L+11 0.498 0.622 +D+0.750L+0.750S+H 0.498 0.622 +D+0.60W+H 0.124 0.156 +D+0.70E+H 0.124 0.156 +D+0.750Lr+0.750L+0.450W+H 0.498 0.622 +D+0.750L+0.750S+0.450W+H 0.498 0.622 +0+0.750L+0.750S+0.5250E+14 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 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tud<under Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:51PM .. ,. ae ta*. y;, +fitx , &ass .; s,. �� n ', Win,,,, t� l.. : .- s Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase • • i D(0.01;L(0.06) + i i • • 2-2x6 i Span=11.670 ft • i , y ' iL,t _ Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 fl , ,,. Desi.nOK Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio = 0.205 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,012.98 psi fv:Actual = 36.88 psi FB:Allowable = 1,143.68psi 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 = 0.000ft 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 „ ., r*N 4a 41?610&Li 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+{•i 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.197 0.046 0.90 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1029.31 0.08 7.38 162.00 +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 +D+Lr+11 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.142 0.033 1.25 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1429.59 0.08 7.38 225.00 +1J+S+4-1 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.154 0.036 1.15 1.300 1.00 t15 0.85 1.00 1.00 0.26 202.60 1315.23 0.08 7.38 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.567 0.131 1.25 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1429.59 0.32 29.50 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.616 0.143 1.15 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1315.23 0.32 29.50 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:51PM tj Beam„ f11e C:1Usersldennis6A-1111 ec6 . ENCRCALG,INC„1 -2416 By d 4 Ver6.164y5 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M ib Fb V fv Fv +0+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +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 +0-0.70E41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0+0.750Lr+0.750L-0.450W+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+1 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 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+0.5250E+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 +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+0.601-I 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+0.601-1 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 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 +0.600-0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 Overall Maximum Deflections y £ .y Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4730 5.878 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.438 0.438 Overall MINimum 0.053 0.053 +D+H 0.088 0.088 +O+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +1)+5+H 0.088 0.088 +D+0.750Lr+0.750L+H 0.350 0.350 +D+0.750L+0.750S+H 0.350 0.350 +D+0.60W+1-1 0.088 0.088 +D+0.70E+H 0.088 0.088 +D+0.750Lr+0.750L+0.450W+H 0.350 0.350 +0+0.750L+0.750S+0.450W+H 0.350 0.350 +D+0.750L+0.750S+0.5250E+H 0.350 0.350 +0.60D+0.60W+0.60H 0.053 0.053 +0.60D+0.70E+0.60H 0.053 0.053 D Only 0.088 0.088 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only DECK LATERAL ANALYSIS JOB NAME Polygon Northwest Plan 60(Tuckunder) CITY Wilsonville,OR (Number of stories L =I_ ROOF ISL �:r',, .. , OIDL OIAREA I., 1 DECK ILL ',..,.. '10IAREA =` 1801 Effective Seismic Wei•ht,W S$ 0.962 SI 0: 11; Fa l 115`F, 1 589 5Ms 1.073 SMI "0.653 DESIGN SPECTRAL RESPONSE Sus F:71,11ILLIZIA Sm l Importance Factor,IE 1=t1 Response Modification Factor,R 6.5 Seismic Design Class: DI?. Period,Ta(seconds) Cs V Weight,W(lbs) hX(ft) WXhxk Cvx F,;(lbs) 0.7E(lbs) Roof fit; 09 t'10: ; t Deck ; �., t �'_ ,L..4 tt -. F°`„M k=1.0 Total 198 PROJ: PI 4 6o - -b . geek. I 5 7 z./7..c> 1(2 V I S T A PROD#: /l�d11) -- S l LJ C T U R A L.. -- ENGR: DMH E N...MINEERI Nc5 , LLC rC .f.Attt .S . if' • m = 3 �tA6ri � . . _ . c _ _ • • tiem p-,_: (,....1 • tI _. . j' SE . , } -1; . . : 414: t, i ! i ... ._ ._...._..._... .... ..._.. _._-i .... .. __•- ---_ ••.-.__-.___._.._ - (.� ... . ...—/ - ! / /- ..-.--j ,,=-, ,— __• --/ J! .•�^/+ fr •:---:,.1— ' _ '_ -._-_..... -. . _-. r' i • r r.. ... .-- • • .: _IQ�• ►_ _ - :64A4- 404a, _. _..._....--._.- ... __...'_dog4.......:.,.,1 _ _._ ... ... 4i, .. ,.0 i ,,4.: !,, ` f t x.:77. . . : ../ 0.4 -. .. - ... :- - ... M.t). ,_• -. .(4 1.V _.44,1,',_ .- ? , r7 • _ .. • ; PYA _ .. t .L1.elL.,': / ftp-• . : E • J x,,:11 :-..a,3,: 4 . .. -' • {{ 3 : i t t j e ; S f ; f i f _ z I � I 3 PL15-32 2-3-15 0 Roseburg J2 MAIN 10:06am a Forest Pnxtttezc c o npacts 1 of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 1' / 11 0 0 11 0 0 / 7 220 0 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# -- 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189plf) 78#(49p1f) 2 863#(539plf) 259#(162p1f) 3 302#(189p1f) 78#(49p10 Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160°/ SIMPSON All product namesaretademarksoftheirrespectiveownes I<AMI L HENDERSON EWP MANAGER SM Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is def ned as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifcations. 503-858-9663