Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (71)
1\1/4r\ NCI hECEI E JUN 14 2017 CITY OF TIGARD BUILDING DIVISION Calculation Packet River Terrace - Tuckunder Plan 60 Tigard, Oregon March 6, 2017 Client :: Polygon Northwest Company c 85273 OREGON 4004,043#-=� 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 I 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 111. (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM 07 x� 1~ltlsetslL3enflis OCU 11EJ #tG?t-t ll60ec6 -" �ot.. .' u ,, -44,,,,,,f. ,�AI .,,' r':" ,, ,•£l£ GA1 rtlfC.-19832RI 11 ¢r•£•1• . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 CAE S-. E ..1,-,:,x,,,,,-,-,,,, k ,aR _ . 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 0(0.405)L(0.27)5(0.675) + + + + + E ,,,,,,,,',,,,,,K;, a fib` • • • • A A 2-2x10 • Span=5.0 ft \pplle l Loadg :1s ,ff'Y` f Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft .L.. Desien OK Maximum Bending Stress Ratio = 0.857: 1 Maximum Shear Stress Ratio = 0.504: 1 Section used for this span 2-2x1 0 Section used for this span 2-2x1 0 fb:Actual = 976.26 psi fv:Actual = 104.37 psi FB:Allowable = 1,138.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 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 • Mail a forces10mss for LoattZot 1,0 a ,A 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 +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 +D+L+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 0.598 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 +{)+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+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.7505+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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) e' 1P t 'o00 (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM ile yvO d Beam C C, ..198 2614 Bvl 4 as.v 61 11118. Licensee:Vista Structural Engineering,LLC Lic.#:KW-06010523 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 C i Cr CM C t CL M lb Pb V fv Fv +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 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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=MaximumDetections, Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0498 2.518 0.0000 0.000 -'Vertical 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 404i 1.013 1.013 +D+L+H 1.688 1.688 +D+Lr+H 1.013 1.013 +D+S+H 2.700 2.700 +D+0.750Lr+0.750L+H 1.519 1.519 + 40.750L+0.750S+H 2.784 2.784 +D+0.60W41 1.013 1.013 +D+0.70E+H 1.013 1.013 +D+0.750Lr+0.750L+0.450W+H 1.519 1.519 +D+0.750L+0.750S+0.450W41 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 D Only 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 fl' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 i dennis@vistastructural.com ,::, Printed:20 JkN 2015,10:45PM t 4 ¢ r 4`4 = V$e ,s3t3;i�:10.Et1It�51f W AWCA Y1175t1 s g :YIP:P' gi 0 :Oall * a t.. / �i f ,,1,4 1 • • 31034 �(l Vt 614'11 1 ,.,,.,f, ,:ffiF}4c �, * L, ',.,.... .3., .. � � � II... Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:header at front of master bath 0006E�?* NCE 5 r X`1 ..... 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.405)L(0.27)S(0.675) • * t i i * :` „ 1:T, iint'r' 5: s 'gi:MO ',& `t • • • • • A A • • • 2-2x6 • • Span=3.0 ft •• f''• rte044s PSOW.117 < .,..-.. ., �%. 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 DSIGA SU7AkARY.. y r w, .r..P--;;IillarIMIRaDesi.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+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.500 ft 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 • • F+ , Witri S-It.*11' '4 -3y�a7074. 1 Ii ION S 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=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+Lr+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 0.247 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 +4J+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 +0+0.7501J+0.750L+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 0.371 0.258 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 +D+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=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 Project Title: Plans 60A,B,D 41► 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 P ' 1 r dennis@vistastructural.com Printed:20 JAN 2015,10:45PM g rcusers�Yenrtis�D(JC�1N�-11ENERCA1t115Uec6 Wood,Beam` ENERCA1.C, 1983-2014,Bu0(t6.14 ti 18,Ver614 tl.18 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 C d C FN Ci Cr Cm C t CL M tb Fb V fv Fv +D+0.60W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 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+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 0.193 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+0.750Lr+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 0.290 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 +0+0.750L+0.750S+0.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 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 +0.600+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 ,OverallMaximum'Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E41 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 1.671 1.671 Overall MINimum 0.365 0.365 +041 0.608 0.608 +D+L+H 1.013 1.013 +D+Lr+H 0.608 0.608 +D+S+H 1.620 1.620 +0+0.750Lr+0.750L41 0.911 0.911 +D+0.750L+0.750S+H 1.671 1.671 +D+0.60W+H 0.608 0.608 +0+0.70E+H 0.608 0.608 +0+0.750Lr+0.750L+0.450W41 0.911 0.911 +0+0.750L+0.750S+0.450W+H 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 +0.600+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 EngineeringLane ,LLC Project Title: Plans 60A,B,D jLj 7140 Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4,,, (971)645-0901 '/' dennis vistastructural.com ;. Printet 20 JAN 2015,10:46PM tiiimialaf * y C 14' $ F>7e �1(Iefit Yeigi#P IA -11ENF ci 1M :i6 "• O G 1m� d 41 t fis k EERCCNC 99 1t*Ike411iie (13T Lie.#:KW-06010523 Licensee .Vista Structural Engineering,Lit Description: 60A:Stud bearing under girder roof truss at front of house 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 non-slender calculations) Exact Width 4.50 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 24.750 inA2 Cf or Cv for Compression 0.0 Ix 62.391 inA4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi ly 41.766 inA4 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(nor.;Ib ord;) 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 :Applied Loads ifs- HA 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 11tonl ,011131xS$1ts Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location '`" r r '. �r Note:only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base Wfriium bee Ons forWOUTIIb a loris J Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1 (971),645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:46PM -u>+ '4, x Ni a .gyp• •f:�r E 3r �rNS��e' 91ENEf�CIi^'}�9 1,�IL#,C$ 17V,,6,!,4,, ' aerr a ..r, 14.11.1$,vec610 $ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house 5,Sketches Y Mix Loads titiklii5.*A.te-$411-414:104; 41-4 X O s W 04L Vett00:Atif**** TN 3-2x6 kk a.£., h?,. 4.50 in Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 100,I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 inc dennis@vistastructural.com Printed:20 JAN 2015,10:46PM t 5 mr ..fir ' �, .�.: 1 tC9 � .:.,s s 23'Et�RCA�.`tn'1 ects gt Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above middle window above back of bonus room 410:00:070:00447Z7113-7-17%77-41 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PrIl 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.08) �r + 0(1.01)L(0.4)S(1.69) + D(0.405)L(0.27)S(0.675) + + + + 3.5x9 Span=6.50 ft 7A3.00:Zt4OiT'WFFignaAa&ZT:777riService 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,(Roo) 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 fl Design OK • 9 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+0.750S+H 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 Et#411►�ug as res a of ad, ,.. .16rO• Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M ib Fb V fv Pv +04l 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 +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 0.529 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 +0+54I 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 +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 L7140 SW Queen Lane Engineer: DMH Project ID: 1150 ; So4Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM ;: 1 to a tlise�suDen tDOc}I} 1aENERCA 1t^115aec6 Y 00d E3a m '-i'',.'4,-',' ERcnic-iNc 983=2014,Bu tt6 4:1118)V :614111a Lic.It':KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A: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 C i Cr Cm C t CL M fb Fb V iv 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 +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=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+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.7505+0.5250E41 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 Maximums Deflectlons .....w Load Combination Span Max."=Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1593 3.321 0.0000 0.000 -7 VetticalR �,eaalons Support pp ort 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 +D+H 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+H 1.753 1.701 +D+0.750Lr+0.750L+0.450W+H 2.498 2.420 +0+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 40 I Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) . (971)645-0901 � dennis@vistastructural.com y. Printed:20 JAN 2015,10:46PM ,,,,,„v 8 ,e 010sets PW F ,..P lk11'� 1 Nitoo�irf °gam a '14#. 4 °' �" saw r s5 / - CAt_C..1t�.'�,'1983 Et' , Esta s���� � Lic.#i KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60k headers at side windows at 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 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(1.01)L(0.68)S(1.69) • y * D(0..08)• y, 1 • • • • • • • Fes r:;.X:idai`` "'=4 a ,::. A• • 22x8 • • • Span=3.50 ft Ap1IICE 0iii s1 b; Service loads entered.Load Factors will be applied for calculation: Point Load: D=1.010, L=0.680, S=1.690k@1.Oft Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) DESIGUSiUMINIA Y . ,;.,� , ,...> of� , ,. ., Desi t n OK Maximum Bending Stress Ratio = 0.76G 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+H Load Combination +D+0.750L+0.750S+H • 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 I Maxliiiui kt06, s, 5 araWit ii4,i .1b1n tons; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Dr C m C t C L M fb Fb V fv Fv +0+}1 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 40+L44 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 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 +13+Lr41 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 +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=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 Lz .. i r Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 40 ..0) (971)645-0901 dennis@vistastructural.com '' ^'. °" Printed:20 JAN 2015,10.46PM - / t� t Beim ; Rc cws u n DOCul 14.1,1ERCA 1l11> ecs_ EC,INC V 3-20'14 Structural firing, .. Lic.#:KW-06010523 Licensee: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 EN C i C r C m C t C L M tb Pb 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 +0+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0216 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 +0+0.70E41 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 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 0.312 0.282 1.60 1.200 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 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 Overall Maximum Deflections.. Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +O+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 +0+H 0.861 0.429 +D+L+H 1.347 0.623 +O+Lr+H 0.861 0.429 +D+S+H 2.069 0.911 +D+0.750Lr+0.750L+H 1226 0.574 +0+0.750L+0.750S41 2.131 0.936 +D+0.60W+H 0.861 0.429 +D+0.70E+H 0.861 0.429 +D+0.750Lr+0.750L+0.450W4l 1.226 0.574 +D+0.750L+0.750S+0.450W+1-1 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 '111' dennis@vistastructural.com Printed:20 JAN 2015,10:46PMA baa 3 y a kltS6t 9:10 fslD(t .W.t1 �1t11 kcS r � � y yea `�,� �' �= e r Vegswit TitS lic #.:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of kitchen 6�.:.,. ,ciE .. , . INte. 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(0.165)L(0.44) y D(0..t08) • + + + I • 2-a6 A Span=3.50 ft Mk� s;. '� ����j,:�{�6r ,� � �i � r 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) :DESIGN SUMM4RY x 1 .< < '.. ---- 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 4*14kl=airs E fi4ir#I *.jil atj9nV Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C C L M fb Fb V fv Fv +34H 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 +D+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+11 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 A Project Descr. Tuckunder Cottages(60 series) ` t''' (971)645-0901 � dennis@vistastructural.com zj;,`; ..,:_..'-. Printed:20 JAN 2015,10:46PM 11�a6.ii Beam F �:ut isDQPur -IENERCAr317150-ec6 ,,,,,,, . `,^ � . ,_ _.- ... . _ ,s,,,,; ,ENERCALG, '1fl83-2014,8uud6141118, ±er6141. 18 Lic.#:KW-06010523 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 C d C FN Ci Cr Cm C t CL M lb Fb V fv F'v +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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 +O+O.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+O.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+O.750L+0.750S+0.450W+F1 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+O.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 +O.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 Maximo%Deflections , „ 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 Reaotions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MlNimum 0261 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 +D+0.750Lr+0.75OL+H 1.013 1.013 +D+O.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E+FI 0.435 0.435 +D+0.750Lr+0.750L+0.450W+fi 1.013 1.013 +D+0.750L+0.7505+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+O.60W+O.60H 0.261 0.261 +0.60D+0.70E+O.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 7140 SW Queen Lane Engineer:Title: DMHPlans 60A,B,D Project ID: 1150 Beaverton,OR 97008 jProject Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:45PM :z , i $ .' Ee C' semlDeima1Uee', IEffRC>ti�1t1150 , itaiaa D .... ,,, ... -v ` 1 ..... 40,,, s A . ,, 00:1983- 1 a?...R. ,411% 161433'8;::. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of powder room S I * Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : 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(0.165)L(0.44) + + 0(0.08) 4, 4, $ $ V 411 • Az_ A Span=3.50 It gip'jlleeftradss" t" t '; Service loads entered.Load Factors will be applied for calculation: ��3 �> rr.� 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) l 1301 ttiMlV1 ® __ a -� r 4 = Design OK Maximum BendingStress 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.O0psi 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 lb 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+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 0.207 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 +4J+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 +D+0.750Lr+0.750L+11 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) "xloll � ' (971)645-0901 • , dennis@vistastructural.com Printed:20 JAN 2015,10:45PM °� e.ltJsersll��i174eUME-1tENEReA.L11�0 ec6 -; PO-, Be1t>rts, ;, . ... : - °. . .. ENEReALe, 19832014,.$ur1d:$.141118.Y std 7198,.'. 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 C d C EN Ci C r Cm C t CL M lb 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 +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 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 I"i iimuin`Defilections Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+1-1 1 0.0351 1.763 0.0000 0.000 VertiCaI Reactions r Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0261 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 +0+0.60W+1-1 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+0.7505+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 t 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tudwnder Cottages(60 series) (. { (971)645-0901 • 1 dennis@vistastructural.com Printed:20 JAN 2015,10:45PM r• 3 r A �i y11 11 t'1 ser5 13 ,"103t NIwRGA 3111so ec6, K3bt �� i : .�f k , ,,. ...., l.IN .r. ;'fix., ,`a <: -'1,..::,:m3 1�8u 0 r„ 51411;18 ;.; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening FENCE$.... s ` y Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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(0.165)L(0.44) + 0(0.08) • •• i i i * $ • s • • • •• • AA A Span=3.50 ft APpfetl L,8g3 _ W Service loads entered.Load Factors will be applied for calculation: Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) F ;DESiGN:St 7AMAIRY ' 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+♦+H •• Location of maximum on span = 1.7508 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 i Max Upward Total Deflection 0.000 in Ratio= 0 <240 • • • • • • • l ,a iut i�`4403: tresses4r Loa c 6.04 o 1S1 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 +1)41 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0287 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 +134r+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 0.207 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+S4l 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 +1J+0.750Lr+0.750L+4-1 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 0.481 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 ,�� 's 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) il4 leo (971)645-0901 ,, dennis@vistastructural.com 011 ,-..j "-,... Pnn+id.20 JAN 2015,10 46P 1tTvQci Seam ` E3e C:tU;;ers iOOCtlf ;11ENERCA-f 1150.ec6 ,,„ ..., : ,, iNERCALC:1 1983-2014,Buat6:1411.18,Verfi 14.1118,:,.: Lica#: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 C d C FN Ci Cr Cm C t CL M fb Pb 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 +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"IlAkimum.Deflectian s Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +0+L+H 1 0.0351 1.763 0.0000 0.000 Vertical ReBcttons 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+H 0.435 0.435 +D+L+H 1.205 1205 +D+Lr+H 0.435 0.435 +D+S+f-t 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 t Vista Structural Engineering,LLC Project Title: Plans 60A,B,D Ij7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com x,, ' PrEted:3 FEB 2015,10:55AM 4' �y 1 C.`g3 5''1tOimiiVIOtarri-1tEHERC4-41t115ttrt:E Wellr'.1 �""' i y�1 5 : ., 3' .f � ? �v L &, ,s'' ,� �.-4„ .. '6 .. ..'',.N-,in.� ',.<<§ 4 i 4„ . £dii'se LC i',3:01 3F�fid..ngi9-�'."1.1.00a le' #:KW-06010523 Licensee.Vista Structural Engineering,ILC Description: 60A:beam at right side of entry ,-'N i nA. t yQ "ni,JO;. r4 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 0(0.165)L(0.44) • i $• • wi6) i i • �, !L S �fl "S �� • • • �;.,2s, ,'.m$'' .., ,... .G. ..s Aa,..�a....a'A ' ': .4x• ..,..�'ru • • • • 4x10 • Span=6.50 ft fietl]:pails Y. 4 W V. Service 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 -D SiGNSUM Y. ,., ' jam= ; Design OK Maximum Bending Stress Ratio = 0.805 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 •• • • • • • ' tCiiitlitll l*Et, @5, [taalf r`O bltia Af< Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.320 0.175 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 972.00 0.61 28.27 162.00 +04+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.805 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 +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 0.230 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 +0+S4l 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 0.250 0.137 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 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 +0+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 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'3 FEB 2015.10..55AM Q{�,1i B, ltl 3 f�.,Cruse vDenn DOCUME-1tNERCA-1c1i50 c6 , ,,w. , 4;, , ,. : ENERCPI,C,INC,:1983-2016,uidd:61511.9,V 1511f:': 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 CEA/ Ci Cr Cm C t CL M fb Pb 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+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 +1)+0.70E4 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 1200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +0+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0230 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+0.5250E41 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 1200 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 Maximum',Deftections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"De Location in Span +D+L+H 1 0.0749 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 2.226 2.226 Overall MINimum 0.478 0.478 +D+1-1 0.796 0.796 +0441 2.226 2.226 +D+Lr+H 0.796 0.796 +D+S+H 0.796 0.796 +D+0.750Lr+0.750L44 1.869 1.869 +0+0.750L+0.750S+1 1.869 1.869 +D+0.60W+H 0.796 0.796 +1:+0.70E+1-1 0.796 0.796 +0+0.750Lr+0.750L+0.450W+1-1 1.869 1.869 +0+0.750L+0.750S+0.450W+H 1.869 1.869 +0+0.750L+0.750S+0.5250E+4-1 1.869 1.869 +0.60D+0.60W+0.60H 0.478 0.478 +0.600+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 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@vistastnjctural.com Printed:20 JAN 2015,10:47PM a I yr i^ '1 C-4t 2rs10ennG51t33r3,99",M1:RGA 151`1 1 Lic.#-4-:-'15r01'66.23 Licensee.Vista Structural Engineering,LLC Description: 60A: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-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(0.44( D(+8) V • • • • A A • 2-243 •• • Span=3.50 ft . • 4,0 MEEMTP 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) DEdJ4.` (IMMAky, . , pit r _ 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 +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 • • ICaxitiir ii i etresis °,. . =isl i:omb Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M tb Pb V fv Pv +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+11 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+3+}{ 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 Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) j (971)645-0901 1adennis@vistastructural.com Printed:20 JAN 2015,10,17PM oo gearn A 11141 e18 ;' ;`..... , "' ENERCALC 1NG 19$a-2{f11d,H� 4 i138,Usr.6:1A 11 78 Lic.#:KW-06010523 Licensee-:Vista Structural Engineering,LLC Description: 60A:beam at front left of bonus 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 fb Fb V fv Fv +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=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+11 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+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 +4J+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=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+4-j 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 MaximutDeflecfians . Load Combination Span Max.'"Deft 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+0.7505+11 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+O.70E+H 0.435 0.435 +D+0.750Lr+3.750L+0.450W+H 1.013 1.013 +3+0.750L+0.7505+0.450W+11 1.013 1.013 +0+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 j Vista Structural Engineering,LLC Project Title: Plans 60A,B,D P7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 ". 'Ore' dennis@vistastructural.com .•,,,- +-._.. Printed:20 JAN 2015,10:47PM 11110©10 Beam <4,.,:',f. y 6 , <r ' t. ifi.'aiJt t1ENER£A 41150ec6 a,.. ,• ii,,, 4 _z, . g.:: . .,_z °? .., n.i,. 4s ,.1.4'''''''':' .....:. ,f.,.1NC 19$3-2Q14,Build.6.141118 Ver61$1118 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-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(0.075)L(0.2) •* • * D(0.00) • • • • • • zas A• • Span ft ' ' " 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 11tgir f;•'telo- itY I Desi.n OK �y 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 = 1,170.00 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 0.010 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 • • • r lot:4r> t .F.rxrceS 1 Sti es fct;i,±r ad Combinatfoi s 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 +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 0.20 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+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 0253 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ` f' (971)645-0901 <' ' dennis@vistastructural.com "".<,,.-.. Printed:20 JAN 2015,10:47PM Wood Seam,.; f, C.SUserstDprinis1DOCUNE-197NERCA-'1115fl 6 , _ , _ :EN> +Lc,.tic4s83,72014,eu3a:614.11>;,ver8.1411.1s. Lic.#: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 C d C FN C i Cr Cm C t CL M fb Fb V fv F'v 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+0.60W41 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+4-1 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 0.198 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 +0+0.750L+0.750S+0.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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 +0.600+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 .=Overail Maximum DetiectiOns,. Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+1-1 1 0.0181 1.763 0.0000 0.000 eCtiCal ReaCtiOIns r, "- . , 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 +D41 0.271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0271 0.271 +D+S41 0.271 0.271 +D+0.750Lr+0.750L+H 0.534 0.534 +0+0.750L+0.750541 0.534 0.534 +12+0.60W+H 0.271 0.271 +D+0.70E41 0.271 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 +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 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 lk., Printed:20 JAN 2015,10:47PM w,, 1 y/gFOf.aWepilAP .9. 1gaERC a9?. �, � ,...,„„,,,-,...,,,...„.-4 am. A Yy a ,, _ W 1' /� av % f S 44148W- Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC 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-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(0.075)1(02) MOM) i • • :,.xa .eer�. Z mak" ,. . ::.5 i • • • A 2 2x6 A • • S• pan=3.50fl • s;%Appli,A{1at 8 " e ;W, a t v " 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 . E '4i0t'Si iritiki1-Pr. , . ' rTIVW:1:13 Desi.n OK Maximum Bending Stress Ratio = 0.36R 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 = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H • Location of maximum on span = 1.750 ft 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 i ciliiuir fiir 6g-0 #or 4 G1�mbtniatr©nsa Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t C L M fb Fb V fv Fv +041 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 +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 +0+541 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 +0-0.750Lr40.750L+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 0.253 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+0.750S41 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 L. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) kj (971)645-0901 dennis@vistastructural.com -,, .., Printed:20 JAN 2015,10 47P t 1 . .- .� . .. Fite Cusets1DennisfO C -1ENERCA-n1150.ec6W�DeBe 1; '` r ' ENERCALDINC`1983-2014,Buid-8141118 Vm-6.14.11.18 "='s 121c.#: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 FN C i C r C m C t C L 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+0.60W41 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 +0+0.750L+0.750S+0.450W+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.750L+0.750S+0.5250E+4-1 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 0.198 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 ._. Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0181 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 0.621 0.621 Overall MINimum 0.163 0.163 +1+H 0.271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0.271 0.271 +D+S+H 0.271 0.271 +D+0.750Lr+0.750L+H 0.534 0.534 +0+0.750L-t0.750541 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E+H 0.271 0.271 +D+0.750Lr+0.750L+0.450W41 0.534 0.534 +D+0.750L+0.750S+0.450W+H 0.534 0.534 +D+0.750L+0.7505+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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 L, ;' Project Descr. Tuckunder Cottages(60 series) ( Beaverton,OR 97008 (971)645-0901 "- dennis@vistastructural.com :=a . Printd:20 JAN 2015,10:47PM l x ,�fi �iy a i1 t 0f .lset5 0.0.*P 1 1 ,..W-Wil,5 EC& and Bea y r `;�` ,fir' , ,tea. %+N k v fi�',r,- �'. ..3 AC it;Et RCALC,I C 3,9#,,29 a�r 4i **,3& er6.+tIt.4fla, ': Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of front porch if"i0147.� f WS' "Y .SAis 1y" Y iak$'S"s . %. Vii: 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(0.0025)L(0.14) D(0.08) • i i i i i VIMMUSAMIgranakPRE;11:,Oryi.3.491e.iii,VaLSM:gf!ii:".i.anfa:',E,TiUNF:i,?iiitnR,9iffiW,g2 i•• •• • 4x8 • • j Span=7.0ft 41* DadS s , 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 DES#GWS ijilit RY „R, ,F s Desi•n OK Maximum Bending Stress Ratio = 0.55& 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 I IaxitYlCt tl.,*e5 %Sti�es ti:aoad Colij)binatt©h5, Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t CL M fb Pb V fv Fv +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 +D+L+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 0.558 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 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1462.50 0.39 22.81 225.00 +0+341 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +1J+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=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 +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 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 1 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ill01 (971)645-0901 '�� dermis@vistastructural.com , -. Printed:20 JAN 2015,10:47PM File Ck tt3ennislDOI;UA�-3fENERCA-11�15Qec& -W664earn use _.. ' 1 '7=h1ERCA1-d;INC:9983-2014,Bukt6.1d1f.1#3,Uer6.1471"f$ :-s 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 CL M tb Fb V fv Fv 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+0.70E+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+0.750Lr+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=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 +0.600+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 Deflections _ Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+1++1 1 0.0833 3.526 0.0000 0.000 Verlka fe8cti6i s 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 +O+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 +13+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 +D+0.750L+0.750S+0.450W+H 0.831 0.831 +D+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 f 7140 SW Queen Lane En9ineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1 (971)645-0901 ' - dennis@vistastructural.com -....�,,,,;�.-^"- Printed:20 JAN 2015,10:47PM wt ,ls�-,.'�..> .,,.y....: m .,..,,.<:.. „r.�� !;1 �``�h1.,,,ril1kwati4,11;18 ,1,,, Lic. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of dining room C E EFERF_,NGES..,. 44PA :.:, :.._ d ` 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 ASCE7-1 0 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 010.165)L(0.44) + i D 0A8) i i + i i `� 4e � ��` >hr' gE� 1,.ya a ""YwKa,���✓r�"i'/sa � � y£ y� .�,.<�`x' a ''' ,3�«' �,+:-.' ,• n, ,.","-....a",,,�,'i' ',' ,n, ,-.•'''.:,'%.'' '...y...,s F:r,�.„. -'r'•,..,.:., .. �. .'"' ''' :'''. A 3.5x9 Span=8.50ft d `�, ° % ' �"' Service loads entered.Load Factors will be applied for calculation: Applled,loadS,_ °: a��� � , i,.�.°� ... �', .. . PP 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) 'QES/GNSJMMAR iP ti l 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+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 0.136 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 i I F Maxat utn fo es„&5#resses for,Lt ad Com nation;;, Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M tb F'b V Iv Fv +D+H 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 4)+1_41 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 +04.r+4-1 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 0.193 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 40+5+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 0.209 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 +0+0.750Lr+0.750L+11 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 0.293 125 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 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) 74 " (971)645-0901 y' re dennis@vistastructural.com Printed:20 JAN 2015,10.47PM /OOd Bunt C:tJserstnennis1DOCut, -'1\ENERCA-1%11 ec6 . ` ENERCALC;"INC 19832014judd:6.141118,Ver&i.1411,18 ;'. Lica#: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 Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 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 +0+0.70E+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 0.151 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 +0+0.750L+0.7505+0.5250E41 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 ,Overall Maximum.Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.2136 4.281 0.0000 0.000 Vertical RZeactions 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+Lr+H 1.071 1.071 +D+S+H 1.071 1.071 +D+0.750Lr+0.750L+H 2.474 2.474 +D+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 +3+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+0.7505+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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D s 7140 SW Queen Lane Engineer: DMH Project ID: 1150 $ Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) %Ilis'" (971)645-0901 o -' dennis@vistastructural.com vPrinted:20 JAN 2015,10:47PM g :e ,,y,r �' 3 y £fl £"s*4 $I Z?as �( !#0,2-91W-.4,- '1 :11 .eg6 Qoit�1,aeeal�% i`i a ,i'? k� .... z, a1 s 1 44` I4 ' 9 '" ' �•4�� .fir.. �w ��,. .�.._�, ,.. :. , �_._,�a . ���c �r..� ' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam in second floor system supporting right end of girder truss IT'•RW1.n�i v� b4 :...aftVAI Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 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) • 2-1.75x14 • Span=7.0 ft FA004404611Z13311IFV7W1105Service loads entered.Load Factors will be applied for calculation: Point Load: D=3.30, L=2.20, S=5.50 k @ 1.0 ft DESIGN 5i7MMARY iV , Wit i Desi•n OK Maximum Bending Stress Ratio = 0.272 1 Maximum Shear Stress Ratio = 0.121 : 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 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 fb Fb V fv Fv +041 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 +1D+L.r41 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 4+0.7501.5+0.750L4I 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+1-1 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 ,LLC Project Title: Plans 60A,B,D 7140 SWStructural Queen LaneEngineeringEngineer: DMH Project ID: 1150 k Beaverton,OR 97008 Prosect Descr. Tuckunder Cottages(60 series) (971)645-0901 104 dennis@vistastructural.com "" ^'`r Printed:20 JAN 2015,10.4'rPM WoO Beait�1 4. . . ,.. .", j EVERC,AI.C,INC 1 20014 Bu"td&14 18 V&1411 18 Lic.#':KW-06010523 Licensee:Vista Structural Engineering,LLC 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 C EN C i Cr Cm C t CL M ib Pb 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 +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=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 +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=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 .... _` £ , Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deli Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0317 3.015 0.0000 0.000 /e0hic4l ReactlbilSj 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 +D+H 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+H 4243 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 +D+0.750Lr+0.750L+0.450W+H 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 4Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 t , ' •Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4,, (971)645-0901 dennis@vistastructural.com .• PriMsd:20 JAN 2015,10:47PM Trip.. *'te a ` 43f % na i�tuTE�.1RCA 1t 160440 plia) l'3dt�1 d '7F at i1'' v : 4l 04 1110reT.6. 151ft Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems r Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 • 13(0.1354L(0.36) • • • • • • • 4x10 A • Span=7.0 ft • • �/P Load5, .., -,0:i5,m,,,,,,„Jampla Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft -.ESTGN'-StlM MARYY a,t„ „ 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 = 6.234 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;.ilmtrrf W*Ijiii* dor:.o Afm li0.0*,x 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 +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0205 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+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 0.160 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+0.750S41 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.480 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 Lo Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMHProject ID: 1150 .. Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t S i ,- (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM 1NOOuB '_ � .Hsersli m s1A � A114 ec6 e--- k �fzcA�c;�Nc� 204,10ts.14.11sve<s1411.#s -. 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 Ci Cr Cm C t CL M fb Pb V fv Fv +D+0.60W41 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+0.70E+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 +0+0.750L+0.750S+0.450W4( 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 e0.750S+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 1.200 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 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 1.200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 10.26 288.00 ,.,Overall MaximumDeflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+L+1-1 1 0.0728 3.526 0.0000 0.000 Verttcal Reacflons .' ? -' ; 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 +D+0.750L+0.750S+H 1.418 1.418 +D+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+0.450W41 1.418 1.418 +0+0.750L+0.750S+0.5250E+1-1 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 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)6450901 dennis@vistastructural.com • Printed:30 JAN 2015,3:41PM ✓M1� #� , � a g i „ 11 ERt'.9,N"t11 54et ,,:: tvpd Beam 2,I f S�`' {C4 '. " 4 £ d '�$ X z+ r.��.,. , ,;� ✓�EF`' :.���>ab .� ,ra,TM� �,:'� �_ �.; ... �� .,..,� � ..,, � ,,..„ 1ef��a��all. $ .' Akt18 3f .1511£-.," Lic.#:KW-06110523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor !lFFREFEREiCSa 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 i D(0.4125)L(0.275)S(0.6875) i i i i ,.,, ..-.. v '_ .-,.y. 3k RRMt � �"' 5.5x22.5 A • Span=21.50ft • 4ltefl {3�5 if ' 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) Maximum Bending Stress Ratio = 0.75a 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+1-1 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 i MaxiRiT2111":0*.'i ,.., '87'.... 11.01041i --- - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb F'b V fv Fv +D+H 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 +04.41 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 +D+Lr+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 0.307 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 +D+S+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 0.733 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 +0+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 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D L. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ,, Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 5 (971)645-0901 it 07 ir dennis@vistastructural.com .�„„„, Printed:30 JAN 2015,3:41PM WoadBeam CG'Usexs\Demris\DOCUME-;1lENERcA 111Sa0.ec6 . .x._.. ..,,. ... ;�, -a ....,;ENERCALCBUiid:$151.19,VerB..151.11. 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 tb Pb 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+O.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+O.750Lr+O.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 +D+0.750L+0.750S+O.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 0.541 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+O.750L+O.750S+O.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 +O.60D+O.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 40.60D+0.70E+O.6011 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 QlrerallMaximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+O.750L+O.750S+0.5250E+H 1 0.6661 10.828 0.0000 0.000 Vertical Reactions .. 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+5+H 13.545 13.545 +040.750L1+O.750L+H 8.372 8.372 +0+O.750L+0.750S+H 13.915 13.915 +D+O.60W+H 6.154 6.154 +D+0.70E+H 6.154 6.154 +D+O.750Lr+0.750L+0.450W+H 8.372 8.372 +D+0.750L+O.750S+O.450W+H 13.915 13.915 +D+O.750L+0.750S40.5250E+}1 13.915 13.915 +0.60D+0.60W+O.60H 3.693 3.693 +0.60D+O.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 U7140 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 3 a 4 ° nom,?- e C 640ot;l1 1i�A 111-£C6 7....,:',---:-,:'-'431',,,,,4, ', S,_..a aref= 42« ta ,. „F�. , . '417.:',.,-0. RG.;, ,nf, �2Q148u���, 1„ � 1a�8,1 'i. 1198 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • • D(0.09)L(0.06)S(0.15) •• i i i i i � •'�'-IF4E, e'•,g.� .. ,,,,,;1,;,: .t7`x., .'" ,,c.,_. ri` ,, „z ? `':.';; :Ait.247._X1,7 2,Ste<i fP;::: t. •i �` ,'`'f.. ;',,a !�s;' 0' .,+.,,,• ...;.*,,.>,--:°,2,,,,,.2,-.,-,-.•;;;,-,,:-.-:, C•o- 4.;: • i • 6x12 • Span=16.50ft • • • : ' y' z ApplieLoads f 4 4 w 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 ft (DESIGi tiiiiiAR Y cE m .} Design OK Maximum Bending Stress Ratio = 0.806 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 Wil+m l> a St esse t aak#64 r1attOans s Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M tb Fb V iv Fv +D+H 0.00 0.00 0.00 0.00 Length=16.50ft 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+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 +1D+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 0.105 125 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 LVista Structural Engineering,LLC Project Title: Plans 60A,B,D I N 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ` „.,,..........0 ) , (971)645-0901 1 dennis@vistastructural.com ,.-----"0Pnntsd:20 JAN 2015,10:47PM Wood Beam h 'C,tISersIgenfl lDOCUtuE-1SENERCA 1111sQ s,: �.� Kir-66010523 . . , „.A .., ', . .. . - ..... ._�h9Er3{:Ai.C,INC,19B320;4,BuiiiutL14.111�8,Vei:S1491.18.". 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 Ci Cr Cm C t CL M fb Fb V fv F'v +1D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 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+FI 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+0.750Lr40.750L+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+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 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 it Overall.,#Ylaximum 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+H 0.743 0.743 +D+L41 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+H 1.980 1.980 +D40.750Lr+0.750L+1-1 1.114 1.114 +0+0.750L+0.750S+H 2.042 2.042 +D+0.60W+H 0.743 0.743 4)+0.70E41 0.743 0.743 4)+0.750Lr+0.750L+0.450W41 1.114 1.114 +D+0.750L+0.750S+0.450W4H 2.042 2.042 4)+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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 iitoei /\\‘ .....0)Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 itir dennis@vistastructural.com r -, Printed 20 JAN 2015,10:47PM PiP r.. .., re ,1 Re1CfiiCi..0O 6.1000G " 11 RCA 11S1. itiV rr ` ' 3A . WA _ ,ft,C4a983-2U8tT14'1l.8 0411 18 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:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 + + oco.,,4'to.4a) i • • • • "' "'`" �"s.��4=.`L.drc+' ��JiuR � �, rt,: aes `�'M' ,�r.�ea��b `v"rn r..la �''" ,'4s>� F .. III • • 8 • 4X • • • • Span=6.50 ft . • • IN:Fii:5:13" ` n Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft r y,; DESIGN ft/MMAF Y `.::..,_.. r _: ._„^` 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+L+H Load Combination +0+{_4.1 •• 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 • • „ azjmum" + l Stems lift*C001:b 0AWI °- 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 +fl+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 0.58 221.36 1053.00 0.29 17.28 162.00 +0+L+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 0.972 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 +0+1r+4-1 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 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 0.29 17.28 225.00 +0+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 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+0.75054l 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 g 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 j dennis@vistastructural.com - --. Printed:20 JAN 2015,10.47PM Wood Seam 4 Z., .... ENERCALC,`NC 2014,E 4' s�is,V 141E18 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 tb Fb V fv Fv +0+0.60W41 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+0.450W+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+0.450W+fi 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+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 OYeral!Maxiiimum Deflections, Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Deft Location in Span +3-iL+F1 1 0.1249 3.274 0.0000 0.000 Veertica)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++i 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 +D+0.70E+11 0.358 0.358 +0+0.750Lr+0.750L+0.450W4l 1.430 1.430 +D+0.750L+0.750S+0.450W41 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 foedennis@vistastructural.com Printed 20 JAN 2015,10:47PM f �tl5ers1111[Jts a e ! o A 1111a50ec6 t,� t ra n, �r..,t t+l 13*.,s 19832014,3*-4:0 r8 fer6i41113 'tF�£.b�>: ,..h,F�a?kA .a3� .. .,.�.. . _, �#,x15°,,,x�r„n..�,.�, ,. �... .., Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Column supporting 5 1/2"x 31 1/2"glulam beam above garage 0 p�jyid�� � �� riCl r> ,r�,�,s+7! .. .\•x . Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE7-10 .alit GfIY1At= lt, 1 __,` ..< . 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 Widthin Allow Stress Modification Factors Wood Species DouglasFir-Larch 5.50 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 inA4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi ly 76.255 inA4 Cm:Wet Use Factor 1.0 Fc-Pr!! 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 153.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No mon-gm 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 ,/ p11ed L'oa5� 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.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 lY?3tsb?Itllt3tl#1 �@$tt� ,.... ,Y Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location ixlltl X1'1 Rel{:roi 4 1 Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base Yfly-.xA J0rf ycr y Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance f Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 1Beaverton,OR 97008 Project Descr. Tuckunder Collages(60 series) i, < (971)645-0901 dennis@vistastructural.com 20 JAN 2015,10.47PM x ,,�,., n c'* 11Et1ER+rAy 1 riiria Lic.# KW-06010523 Eciiiirr.,16161. ,, Licensee:Vista Structural Engineering,LLC Description: 60A:Column supporting 5112"x 31 1/2"glulam beam above garage Sketches `,. Y is Loads ZM . x ai u L m m 6x6 o.olaU [ 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. i 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 f, dennis@vistastnictural.com Printed:20 JAN 2015,10:47PM "' " � f _ mE 4UoS P6ttniopoppAo X111 Gene r 6 po in �� r M`Baa j� Fz * .gttR{ ,m , -201hsOtgo44^10 �,. F Lic.#.KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Ott -O7**11.#:`3, ,14761!,-)1 ) 1 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 SoiVConcrete 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 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 PressureYes Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greaten ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 2.250 ft Z Length parallel to Z-ZAxis = 2.250 ft Footing Thicknes = 10.0 in fiNTINIR , inaafgagniagaR, '4,11 X Pedestal dimensions... i px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height - in i gg,Notiorar b: m Rebar Centerline to Edge of Concrete. ,14 at Bottom of footing = 3.0 in , mainAllailliiii l'u .,;O ilii(6i fit .cr. iEf 7 . 2,,3,E w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 °sis- Reinforcing Bar Sizr = # 4 Pik : 4 k. 1I�it =if "' frx»� U Bandwidth Distribution Check (ACI 15.4.4.2) Ir txxssmo �b m.f �lf� '»i }... "jt • »`:'' ir� o+.,». .,.,.».,•li,«»ir,z»,:sts«» i.,»€.:r � Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a ApP V641:141E,. , ,,a''',3* 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 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) t (971)645-0901 y- dennis@vistastructural.com ` Printed:20 JAN 2015,10:47PM G@ Ar 00 111 fle Crumtpennis1DOCU E-11ErRCA--11160.ec6 , x , „. V,.? . ' ` 'i , ENERCALC,INC 1983-2014,Build:6.1411,18,Aer_6141118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss DESIGNSUMMARY 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+1.605+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+1.605+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(-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 7 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 "Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stab'il'ity 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 1n"2 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+0.50S+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+1.60S+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,+1.20D+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 i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Beaverton,OR 97008 Engineer: DMH Project ID: 1150 ,k4,vj 1, Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015.10:47PM ',74 < t A .��� '°�" a s y e= 3t slil�nn�51Doctif t o 111150 eC6 �7elie w �� �, Q _ y r >�. s INC,198-o14 Bud6,1411i Ver&14 t 18,��- Lic,#:KW-06010323 Licensee Vista Structural Engineering,LLC Description: 60A: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 tot 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ' / (971)645-0901 'F dennis@vistastructural.com Printed:20 JAN 2015,10:47PM r?e11e1's'll� F©O�It7Fi IiserslOamisIDOCUME-i\ENERCA-1W5Oec6 ,,,. .._ _ _ . _' ENERCALG INC_1983-2014 6141 t 1$Ver,& 4.11.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss 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 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+1.601-1 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+0.205+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,+0.90D+E+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Y=One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/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+0.50S+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+1.60S+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+0.205+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 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)0$4 lit,, , l (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM ;:;,,,...F .� �'f:La,, , .,-:. _ z.Hz���o'�d ,;.'�2., v.,� Y,. � ,¢ ,.>,fir, ._,. � `� . Licr#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 51/2"x 31 1/2"glulam beam above garage Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 iTgiiirf4T1WWWE)7;t:ktIMEIWERICITM Material Properties Soil Design Values Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoiVConcrete Friction Coeff. = 0.30 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depti= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep.= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater' ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 2.750 ft Z Length parallel to Z-Z Axis = 2.750 ft Footing Thicknes = 10.0 in piiiiI PtOirat Pedestal dimensions... 4. 11 X px:parallel to X-X Axis = in N2" °' pz:parallel to Z-Z Axis - in ' Jriagogoiumag Height in m Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in RelIJ['�.# i riimg )�,$fit a �, 2 w ECI�3 �., F,.. n t,,.3. .. 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 rte==t � t gh .»« 3 i,A'Bi: -' 1:-'r liatgif 7 46euM ...:::::: � f Reinforcing Bar Siz( = # 4 ;�µ=t. t ' , 1--nti jr..R: s • Bandwidth Distribution Check (ACI 15.4.4.2) -e'j ` ",:'v�,��,;��•�s� , �ti�.�rxrx 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 f; dermis@vistastructural.com �+ '1/4,-,-.„---, Printed:20 JAN 2015,10.47PM Gerle a1 FOOtItlC,j • File C:\UsersSOennistDOCUt -4\ENERCA 111153ec6 8,4 'Lie.#:KW-06010523 Licensee:ViC NG stta�Stru ural En3- 14 gineVerering,r ng ,LLC Description: 60A:Footings under ends 51/2"x 31 1/2"glulam beam above garage DESIGN SUMMARY _ 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 Detailed Results_F , 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 Overttimrng Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ;Sliding Stabil* 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 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 4.488 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+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+0.505+1.60H 1.976 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L+0.50S+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+1.605+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+1.605+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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D f t 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 Piinsd:20 JAN 2015,10:47PM DCtitO5is i� N ,, c t j a is t i1ymoot Lica#: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 4.488 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) / (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10.47PM G � fite=G:tll�sVllertni�lDOCUN�^t#IENERCAr7Sj];;f)ec6<: eneral F©oting< i ., ., ENeRcuc;iuc.1983-2014 aubts,`14.1t.1s,Ver 5.i4 1118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 51/2"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? inh2 inA2 in"2 k-ft Z-Z,+1.20D+1.60L-fO.50S+1.60H 1.976 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK 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,+1.20D+1.60Lr+0.50L+1.60H 1.108 -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,+1.20D+1.60Lr+0.50W+1.60H 0.9225 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9225 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+1.605+1.60H 2.586 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+1.605+1.60H 2.586 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.605+0.50W+1.60H 2.401 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.401 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+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,+1.20D+0.50L+0.50S+W+1.60H 1.569 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.292 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+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+E40.90H 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 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 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 +1.20D+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 +1.20D+1.60L+0.50S+1.60H 19.393 psi 19.393 psi 19.393 psi 19.393 psi 19.393 psi 82.158 psi 0.236 OK +1.20D+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 +1.20D+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 +1.20D+0.50L+1.605+1.60H 25.37 psi 25.37 psi 25.37 psi 25.37 psi 25.37 psi 82.158 psi 0.3088 OK +1.20D+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 +1.20D+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 +1.20D+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+0.20S+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 1 Phi*Vn Status +1.40D+1.60H 42.171 psi 164.317 psi 0.2566 OK +1.20D+0.50Lr+1.60L+1.60H 59.344 psi 164.317 psi 0.3612 OK +1.20D+1.60L+0.50S+1.60H 77.442 psi 164.317 psi 0.4713 OK +1.20D+1.60Lr+0.50L+1.60H 43.396 psi 164.317 psi 0.2641 OK +1.20D+1.60Lr+0.50W+1.60H 36.147 psi 164.317 psi 0.22 OK +1.20D+0.50L+1.60S+1.60H 101.309 psi 164.317 psi 0.6165 OK +1.20D+1.60S+0.50W+1.60H 94.06 psi 164.317 psi 0.5724 OK +1.20D+0.50Lr+0.50L+W+1.60H 43.396 psi 164.317 psi 0.2641 OK +1.20D+0.50L+0.50S+W+1.60H 61.494 psi 164.317 psi 0.3742 OK +1.20D+0.50L+0.205+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 Descr. Tuckunder Cottages(60 series) 1 (971)645-0901 dennis@vistastructural.com Printet 20 JAN 2015,10:47PM a axe a �.` ,�� �,h 3a a y �In DUfr 11 A 11t15fl.ec6 ase al• ftDtltlg M� ,.F Ft rr"1,2'-' r„a ,. '', '' ..r r., 1N � 4)rat 6.1114 viirsI4]t..'8 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 51/2"x 19 1/2"glulam beam above garage 048x1105 a i itl. i •ltit, >tni,.: :` Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Soil Design Values f c: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 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of 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 }Tm4WofS, .%. I ,' , . -. ,,. Width parallel to X-X Axis = 1.667 ft Z Length parallel to Z-Z Axis = 1.667 ft Footing Thicknes = 10.0 in ter, Altggitagpipimimm n X � ' I Vi Pedestal dimensions... l , . I = px:parallel to X-X Axis in co ii.iSteleen "ig F pz:parallel to Z-Z Axis = in m Height in04.-0414400,44 Ay* co 7-dititiWIOSPra 0- Rebar Centerline to Edge of Concrete. m at Bottom of footing = 3.0 in �� 41 iftWANRernfarcit g ,, .. 1'-8-:/16" co Bars parallel to X-X Axis Number of Bars - 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axist tit --111,.: j Number of Bars = 2.0 4 x p,I it t t l f I=t. Reinforcing Bar Siz( = # 4 '" "t t t. 2 fkA�a' Bandwidth Distribution Check (ACI 15.4.4.2) b� .._. I j .i,,,�t t' i-t:t : tttm: atilt izx tCtta:Ita z:a.. Direction Requiring Closer Separation n/a �ttts! ssu � ust.ttm;`•-" ' Z-Zsectinn Loo ung to+x #Bars required within zone n/a #Bars required on each side of zone n/a 9Wiiii>!ei Ltti 1 F ';tet s �h r4 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 -- V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D iii1j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 `" ` Project Descrc. Tuckunder Cottages(60 series) Beaverton,OR 97008 ., `4 (971)645-0901 -4"' dennis@vistastructural.com � ;,= Printed:20 JAN 2015,10 47P e=C:1UserslA nisiDOCUME-1lENERCA 11?1S0 ec6 General Footing � z' z> , .. . ENERCAL�IN�1983.2l114 Soiltt�s.14.'�11$,�%�'`]+l7#'#$_:; 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 `D.ESJGN SUMMARY , 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+0.50S+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 0.1655 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 , , u 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 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+0.20S+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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D s7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tucicunder Cottages(60 series) 'j (971)645-0901 dennis@vistastructural.com „^ Pried 20 JAN 2015,10:47PM E.'E�i, FiC>fl 11'f ' 814,, ,, ,,, ,$,.... ,, ,..,; R' y ,/r-„Gish,-,ice, ...... �.�,zv'lh+,i, ... ,. ,....,� . >Z ..�„a?'' ..a.�--,�. .,. �Y�+„y�,Y!?+�. 3t.,,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5112”x 19112"glulam beam above garage Z-Z,+1.40D+1.60H 0.5163 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 ` " dennis@vistastructural.com Printed'20 JAN 2015,1047PM '; 1FJVE CA 711450ec6 ", eneTS1 Footing r w,... EliERCALC;INC983-2014 Bulit '1411'1$Verfi 41118 Lie..#:KW-06010523 Licensee':Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status Flexure Axis&Load Combination 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+1.60S+1.60H 0.7051 -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+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+0.20S+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 1 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+0.50S+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+1.60S+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+0.205+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/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+1.60S+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+0.205+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 9 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 fe (971)645-0901 dennis@vistastructural.com " Primed:20JAN 2015,10:47PM 6 a Wi Vit. 1 2 `. , 0 ' n0017QP0Ii...-1*.lfRC.4:71 15QW6 , IW -„'.. ,,� 1*`.'> `. „, fit p41,„ t .:.,1,.•. ,-x: 1 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath .. 00E Al 01i , '? 4 c, ... 11744. . ' 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 • S +(0.195)L(0.13)S(0.325) +' a- • • • 2-2x6 Span=250 it iff4014,441Ig4E,NRWASSEM 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 DESI NS M4A?Y M rMws ! ` ; Desi n OK Maximum Bending Stress Ratio = 0.247: 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 • • • w ll axlt;<itiitt t S t iiii*l-aad Gatmb nattonsz Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C l Cr C m C t C L M fb Fb V fv Fv +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 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 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+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 0.240 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 +O+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 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 tip 7140 SW Queen Lane Engineer: DMH Project ID: 1150 a= Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) / (971)645-0901 tiiiii '''< dennis@vistastructural.com Printed:20 JAN 2015,10:47PM Wood Beam' ..; �=C:St7serslflenrils10OGllME-1A-1l1150es6 .. = . - Lic.#:KW-06010523 ,,. ._,, hE � , utdi i@ er6141u.? Licensee V VistaStructural Engineering,�LC 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 C d C FN Ci Cr Cm C t CL M fb Fb V fv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+O.70E+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 +D+0.750Lr+O.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 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+O.750L+O.750S+O.450W41 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 ,- Overall Maximum-Defleations" ,: Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0071 1.259 0.0000 0.000 Vertical Reactions 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+1-1 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+0.750S41 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+O.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 +0.60D+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 /" j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 $* liF dennis@vistastructural.com ., Printed:20 JAN 2015,10:47PM .14'o f WAS, d!'"102100:1g109:.' ?5 �toioc-ykcHl4B ERCA 11 1 �s.5 A� m ,... _ ,r, -meg ,,.f .. m,, v . .AV- iiit ,- ,iU .,. „ ivy _.,,1 .. ,0$3-2014,.B4±6.141118 Vtr6 t p,' 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling •• • 0(0.195)L(0.13)S(0.325) •• • * i V V V • • • • • • • 2-2x6 • • Span=3.0 ft • ` ". iii0TOWIR4ISTRIVMPATT:iiin 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 K%t?ESII1t S A+IMA1 Y ,,7 .. ., -„ ivDesi•n OK Maximum Bending Stress Ratio = 0.35R 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 +D+0.750L+0.750S41 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 �7 X1ii1 04 F ,fiii S t?t' i}cid .ill'i iti6ins 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 to Fb V fv F'v +fl+H 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 +0+1.1+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 0.119 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 +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 0.345 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 j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 ' Bennis@vistastructural.com ;. Printed:20 JAN 2015,1 0:47PM Wood B4. �. ., � .. CAUse nisumct� 1ENERCA 11115aec6 D • ean < � e � 4eLic.#:KW-06010523 Licensee:VistaStru14 cturalEngnering, 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 Ni 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=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+0.70E++f 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+0.750Lr+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 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 0.0148 1.511 0.0000 0.000 "',YelOgat Reactions ,, 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 +D4+1 0.293 0.293 +D+L+H 0.488 0.488 +D+Lr+H 0.293 0.293 +D+S+H 0.780 0.780 +0+0.750Lr+0.750L+1-1 0.439 0A39 +D+0.750L+0.7505+11 0.804 0.804 +D+O.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 +0+0.750L+0.750S+0.450W40 0.804 0.804 +0+0.750L+0.750S+0.5250E+H 0.804 0.804 +0.600+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 4 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D .1,,,,, ,)4 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`sd:20 JAN 2015,10:47PM r W0 � , ;/e,,, itto � tipxor .,. 'N c OcurA-t c moo $B l3 , ° £EcACJNC9832014 Bb14118Veh35ili( _ ,. ,:f,,, m . :._ .. „ y ,... , .. . , u. .6 , . 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 0(0.195)L(0.13)S(0.325) $ V V V $ • • • • • • • • • • • 2 2x8 A • • • • • • Span=5.50 ft 1 1pirE(7, oads i, f,n '= 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 fi DESIGN SUMMARY ..t .., ...,. = Design OK Maximum Bending Stress Ratio = 0.746 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+H Load Combination +D+0.750L+0.750S+H 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 ••• • • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib Pb V iv Fv +D+H 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 +D+L+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 0.520 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 +D+4J+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 0.249 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 +0+5-41 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 +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=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+0.750S+1-1 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 0.745 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) t 1_ (971)645-0901 L " a= z dennis@vistastructural.com .` ' Punted:20 JAN 2015,10.47PM ' Fle=CAUserspennis CUNEEd1ENERCA-11115itec6 Wood Beam , . , • fr,_ =' ,,„ ENERCALC,INC..1983-2014 Bui±6141t18,Vec61411.18 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 Cr Cm C t C L M fb Fb V fv Fv +0+0.60W+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 0.195 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+F1 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 +0+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.292 0.150 1.60 1.200 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+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.117 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 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.00 1728.00 0.25 17.33 288.00 '''OVirill 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 0.0729 2.770 0.0000 0.000 erttca1 Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 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+0.750L+H 0.804 0.804 +D+0.750L+0.750S+H 1.475 1.475 +3+0.60W+H 0.536 0.536 +D+0.70E+H 0.536 0.536 +0+0.750Lr+0.750L+-0.450W+H 0.804 0.804 +0+0.750L+0.7505+0.450W41 1.475 1.475 +D+0.750L+0.750S+0.5250E+H 1.475 1.475 +0.500+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 I1 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 2015,10:47PM r y ., e ne ctleesii DOCiA tF ROA 1T5D*, AIVO©dBeam i Wofim1� la„ � & # 8 134. ;x, ., , a z, , . ., ., 3ee,,,. f,. 4:.4 �r&fi *- mak. „ , . , . i ,„ ',, u - Y , , Lic.#:KW-06010523 Licensee:Vista Structural Engineering, LLC Description: 60B,&D:Header at left side of stairway on roof framing plan rti 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) • '+ • • • • • • • •• 2-2x8 • • Span=4.50 ft • r'Apisitl l,1 f i a a�« ,X4�M� aril s,,,4g,, 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 fl 1%DE IG175ttNf�!ARY "' Ef3 ,,w,., Design OK Maximum Bending Stress Ratio = 0.493 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span Y-278 Section used for this span 2-2x8 . fb:Actual = 619.78 psi fv:Actual = 61.35 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 = 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 1V18Xtt[Ii1', '64 4 PA**4 f E. :» drGo iiiattGiisn': Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=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 +04+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.348 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 +04r+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 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 0.484 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 +0+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +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=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 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) j (971)645-0901 dennis@vistastructural.com .,,, Printed:20 JAN 2015,1047PM 1�`OU�B�:�lt7' � � �Il�se�s�3enr�isSDflCUh�M1ENERCA,111150>�6 EHEf CALc INC 1983-2©14,au8d:M4:ll 18,Ver 6 41118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC DesCdption: 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 C d C FN C i C r cm C t CL M lb 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=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+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.130 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+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.196 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 Overall MaxrmumrOeflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0326 2.266 0.0000 0.000 Vertical Reactions 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 +D+H 0.439 0.439 +D+L+H 0.731 0.731 +D+L.r+H 0.439 0.439 +D+S+H 1.170 1.170 +D+0.750Lr+0.750L+1-1 0.658 0.658 +D+0.750L+0.750S+H 1.207 1.207 +D+0.60W+H 0.439 0.439 +D+0.70E+H 0.439 0.439 +0+0.750Lr+0.750L+0.450W+H 0.658 0.658 +D+0.750L+0.750S+0.450W+H 1.207 1.207 +D+0.750L+0.750S+0.5250E+H 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 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 2015,10:47PM g ' r �,$''� r � . t - /Si A § -��i t5BS3.rVcut =^t1CNERCA11Sic6 zW�i, ,Fia: �� '�mb ‘477'..,,,,. t.`,a, �: A. -fag .� 4� „.W-101 s, _, . Ti4098320301 =SR � �r�4Ali , Lic.#:KW-06010523 Licensee:Vista Structural Engineering, LLC Description: 60B&D: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 0(0.195)JO 13)5(0325) • V V V i i • i i �i) i i • x • • • z-us • • • Span=3.50ft feu r Service loads entered.Load Factors will be applied for calculation: ,•--,d Dads..9 ,, t , W , x 4'r. 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) DES/GS!%MWIARY V Design 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 +0+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 ••• • • 1**A7*OMSAz 51�� Di� g � ® btfa�tp ` - - -------- ---- ---------------- 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 +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+fi 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 +3+54I 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+1-1 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 AIR7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) dennis@vistastructural.com (971)645-0901 "` PrinW:20 JAN 2015,10:47PM kdB ..„: �:.. , .,.,. CIU lDen i0SDO & 8VA-1t1150e6 vw4veam ' , sCALC INC. 983-214.8t� 4 e6.1411.18 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 C i Cr Cm C t CL M fb Fb V fv Fv Length=3.50 ft 1 0.452 0.307 1.25 1200 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 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 +0+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 1200 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+t1 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 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 1200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 Overall Maximum"Defiecltinns Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 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 +D+H 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 +D+0.750L+0.750S+H 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +0+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+0.7505+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 A Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I r` 1 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 2015,1.0:47PM lArti �rXi " g se�1Denr4(sSUCIC[7 6E{ 3 sA 1t:11. F ,._. ,.�ailitE��„°;.--' <£ .. EJi, r .,_i .$.i_. , ` ,�: .' , �'� ,Eh36Ei cCC.1N 1983�2fl1 t &±;t19fl,' j;1a1 ,`` Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of powder room Wit RL0:04. s . Vie., a..., rV,. 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(0.155)L(0.13)5(0.325) i $ V $ V i i D 3.165�40.It1 i i moi) i i fea66 .:s°'' w `':aqua°e� Va .wa • 2256 A Span=3.50ft r tl 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) 'DE51tN l7tiMARY -.: . .. R' 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 ---- --------------- Maxlmurn° res$Stresseso..tyad�tnginatlorrs 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 l +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 1 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 4J+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 +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 0.433 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+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 E 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) R gi (971)645-0901 �� .. dennis@vistastructural.com Printed:20 JAN 2075,10:47PM iJir©--- B�111i' nkv=Ctusersulem»siDOCUJ1TENERCA-1t1150ecs Lic.#:KW-06010523 _.., „: _ , µ.u, . : LicenseeNC 1i83a Structural.111"18,vers 141118:: 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 C FN Ci Cr Cm C t CL M fb Pb V fv F'v 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+0.450W41 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+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 +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 Overali iNaxiiaum Deflections ' 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 +D+}{ 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+0.750L41 1.527 1.527 +D+0.750L+0.750S+H 1.953 1.953 +0+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W41 1.527 1.527 +D+0.750L+0.7505+0.450W41 1.953 1.953 +D+0.750L+0.7505+0.5250E+H 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 (j 7140 SW Queen Lane Engineer: MH Projec Descr. D dcunder Cottages(60 series) Project ID: 1150 Beaverton,OR 97008 (971)645-0901 idennis@vistastructural.com ,,;,,,,,, Printed:20 JAN 2015,1P.47PM y C ens lrf1s1DOc NE---11k3 i� f£ is tz �6 60n1 .": 'itr s. " & „., ...x 1 �.a...,a 't,� .. &1.4 1181-x'- Lic #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D: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 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 930.0 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) $ V V i $ D 0.165 L 0.44 I.O. ' (1.43) i $ V D('6) V * • 3.5x9 2 Span=6.50 ft fed Laads sf `' 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 f1 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) DE51GN_SllMMa"RY �. • C Design OK Maximum Bending Stress Ratio = 0.728 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 FMaximo' aces ties es 610:4mbinat c r s Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V N 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 +0+Lr+H1 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 1.27 60.53 331.25 +D+541 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 '" : Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) t. i� (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM •1Brn ' .._ ... r�u n PO,CLa -I,ENERCA. 11se6Noodu - � _ _ , �EaCr��,"INC.=19�zoi4,8u1e:�1Isve<s41�1e .':- 'Lrc.# KW-06010523ri , 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 C d C FN C i Cr Cm C t CL M lb Fb 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 +D+0.60W+1-1 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 40+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 +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 0.386 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 +1J+0.750L+0.750S+0.450W4l 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 TOveiiii MaximU*beflections Load Combination Span Max "Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1399 3.297 0.0000 0.000 Vertical ReactiODS 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+0.750L+H 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+FI 1.551 1.473 +D+0.750Lr+0.750L+0.450W+H 3.183 2.950 +D+0.750L+0.750S+0.450W+H 3.976 3.742 +O+0.750L+0.750S+0.5250E+H 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 il 7140 SW Queen Lane Engineer: DMH Project ID: 1150 410, Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com , Printed:20 JAN 2015,10 47 PM W� t 1 � 4 it Feu P-45:100 1h OPPC.19> #1WCP''tk'#1 =R,,,,.F.a, ,,1 ..v .,y, es�'/�,,. , ,, ,..,.:,,, ,, /mak,,., ., ., ,-, ., �..a.,. � a 14111 i_tCt"i.4z' f Lie.#: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-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 32.2100 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • (0.195)V L(0.13)30(0.325)* D(0.04)S(0.05) 7.165)L(0.�6'�L(1.43) i D(0 08) i9I6IIi1i &: • • 2-2x12 Span=4.50 ft ` PPhed Loads s s ek 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->>2.250 ft, Tributary Width=11.0 ft 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) DESIGN SUMMARY „ Design:OK, 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+L+H Load Combination +D+L+H Location of maximum on span = 2.250ft 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 0.014 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 -liamUm'Fate Sires s for aired 1tt11nk a 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 CI_ M fb Fb V fv F'v +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 +0+L41 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 +041+1 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 +D+S+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 0.469 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,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 it ,p--- Y, 1 dennis@vistastructural.com N„„,,,,,,,,,,, Printed:20 JAN 2015,10:47PM WOOL F501111 s .EN> C t ist 201Bt.6.14: l la Vers:14..11 Lic.#':KW-06010623 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 C d C FN Ci Cr CM C i CL M fo Pb V fv Pv +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 +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=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+11 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 +0+0.750L+0.750S+0.5250E+1-1 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 Operell;Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+I 1 0.0247 2.234 0.0000 0.000 ,Vettical Reactions 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 1255 1.070 +D+S+H 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+H 1.255 1.070 +0+0.750Lr+0.750L+0.450W++1 2.568 2.011 +D+0.750L+0.750S+0.450W+H 3.201 2.644 +D+0.750L+0.750S+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 1255 1.070 Lr Only L Only 1.750 1.255 S Only 0.844 0.844 W Only E Only H Only Vista7140 Structural SWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D 4 EngineeDesr DMH Project ID: 1150 Beaverton,OR 97008 Project cr. Tuckunder Cottages(60 series) 1 (971)645-0901 den nis@vistastructural.com Printed 20 JAN 2015,10:47PM s y , ll < W, L*.1Usem 0 nn(s.a e U t t CA 111150. r: k 16. ���a �._- . .� ;,�,r .. �, � .;;��"��.,.... �_� ,.„,,,.,:.�.. � ...�„�,c,; ,,,,..�����. ',"���k� .�t?1G19�i-�1 ., �"��1$. ... 1o,1. , k.`. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at back left 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-Prll 1,350.0 psi Eminbend-;or 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 V D(0 1654L(044) i $ V D(0.08) V i yF �r ,tea • • A A 22,6 Span=3.0 ft z ;. y 1 s � "' z Service loads entered.Load Factors will be applied for calculation: ,Applted Lt�acl��,, �-�> ���%.., . �,, 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) DES1GNS1IMMARY 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 = 1,170.00 psi Fv:Allowable 180.00 psi Load Combination 4041_44-I Load Combination 4-0+L+1-1 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 . IN iii des S#r ss irL ati Co__st bf gns; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t CL M fb Fb V fv Fv 40+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+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 0.773 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 4D+11+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 0.271 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 +D+0.7501J40.750L4l 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 L 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) , 441 �, (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM . 00th Beam F-t�183CALciNc 2o1IDOs s a:EN1S V 1 1$. 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 C d C FN CI Cr Cm C t CL M fb Fb V iv 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 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 +0+0.70E41 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 +0+0.750L+0.750S+0.450W41 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 +0.600+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 MaximumDeflections ,= : Load Combination Span Max "Deft Location in Span Load Combination Max."+"Defl Location in Span +1J+0.750L+0.750S+0.5250E+11 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+541 1.153 1.153 +D+0.750Lr+0.750L+H 1.307 1.307 +0+0.750L+0.750S+1-1 1.672 1.672 +D+0.60W+H 0.666 0.666 +D+0.70E+H 0.666 0.666 4)+0.750Lr+0.750L+0.450W4+l 1.307 1.307 +D+0.750L+0.750S+0.450W+H 1.672 1.672 +D+0.750L+0.750S+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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t0 ffid (971)645-0901 W dennis@vistastructural.com Print 20 JAN 2015,10:4714.4 i ©i W.., C,,, ` 1 A31 / Wi V fiCeA£LeC414t3eM100dciAX:44 €«,1150 1x , ,. ', t t :1-4,4u,. rt ,. . �kN, 24Buid8a4j11 itt"if Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC 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-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 y 003.195)L(0.13)5(0.375) V V V D(01e5)u0.441 t V 8 $ �♦ V V of A A aa.3 Span=3.53 ft 3 A i hilt ; 4/43 p5i, s 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) ''DESIGN5t711#4 YI.,. .;;"' i . , Design.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 .L4*,Y, *A;VM1e #irLra� ttla tntl 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+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 +0+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 +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 l Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 f ,) tikait Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) } � s‘ (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10.47PM ot:'�$ �Tf1 e-C1.sersleennisiDOCi3A 11ENERCA.111 90.ec6 . ..., ,... . ,.,., ,J EN�RCALCINC.1983.2014,Bukt6.149118VerB141118 Lic.#:KW-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 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+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 0.180 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 +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+0.7505+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 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,Reactthns 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+S+H 1.347 1.347 +0+0.750Lr+0.750L+H 1.527 1.527 +D+0.750L+0.750S+H 1.953 1.953 . +D+0.6OW+H 0.779 0.779 +D+0.70E+1-1 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +0+0.750L+0.750S+0.450W+11 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 I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t (971)645-0901 dennis@vistastructural.com `w •�:«-"YY Printed:20 JAN 2015,10:47PM �Vs ��/r ori a a >1 is ti$ % , °6‘...4*, E"EAFF A 1111 t6 �tww am ' 0� * 4;'0 „„....„0,1,,A1.00,0,,301,116*,,, Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60880: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-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fe-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 • y 0(0.075)L(02) V V •$• • V• • DiV •+ • • • • • • • -cF:..a., :3a czr.rueb,*r�.�r.�,R3,..*`h.�,6x,�: 'd.max.a.. .,, `a.A.4;.l5ks . • • A 22x8 •A • • Span=5.0ft a ecl. oa • t t�p��,lService 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) ,.,.DES1G111atiiiiitit Y;. Ef .. W _ 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 •i Maxbnum47iies tre:ss s#or Load Corr bmattor . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r Cm C t CI_ M lb Fb V fv 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 +D+L++I 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 +D+Lr+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 0.196 0.108 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 1350.00 0.35 24.21 225.00 +0+541 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0270 0.149 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.73 335.32 1242.00 0.45 30.76 207.00 +0+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 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 2015,1047P Wood Seam x � cw�u>�1n�>ixlcut„r�-1�N�xcA-117a�1ec8 ,••ENEftCLLL INC 1983-2014 Butd:6.74.11.18,Vei .14.13.18.. 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 +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=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 +0+0.70E41 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 +0.600+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 ,,,, Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+L+H 1 0.0376 2.518 0.0000 0.000 ,Vertical Reactions r ,. 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+H 1.013 1.013 +D+Lr+H 0.463 0.463 +D+S+H 0.588 0.588 +0+0.750Lr+0.750L+H 0.875 0.875 +D+0.750L+0.750S+H 0.969 0.969 +D+0.60W41 0.463 0.463 +D+0.70E+H 0.463 0.463 +D+0.750Lr+0.750L+0.450W+i 0.875 0.875 +0+0.750L+0.750S+0.450W41 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 Beaverton,OR 97008( Project Descr. Tuckunder Cottages(60 series) *life, '';, ,j (971)645-0901 dennis@vistastructural.com 20 JAN 2015,10:47PM � " z �K P tY„ `rte,f � �Far � �. ..,.,FFrilFell�7SlttP/ F1P�ERA 1Y15QPS ' � " ' ; �. £ E#tCLe1ND79$3`2U4Bt&o31m,ye60b118,. Lic.#:K.W-06010523 Licensee:Vista Structural Engineering,LLC Description: 609&D:beam at front of entry 00 Nc s i Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : 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) V V V >t 0(0.065)L(412) 0(0.08) * i $ V ET `KIP T ,r�s''rvs �•..'.. • • A 2- • Span=3.50ft C. Service loads entered.Load Factors will be applied for calculation: pph l roars ; _ .,.,.. ,, y., 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=3.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft,(roof load) r SIGNhi)MMARY J 4 I 4 Design OK Maximum Bending Stress Ratio = 0.41& 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 +0+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 liarlt3t1Ififaire01 Bt$ .441tatb3ll 164 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t CL M lb Fb V fv F'v +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 +0+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 0.410 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 40+45+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 0.179 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 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 3 4 (971)645-0901 dennis@vistastructural.com Prin'sd:20 JAN 2015,10.47PM Fde C.ltlseislDerinatDOCUA 1\ENERCA-111150 WO:id,Bearn „..; .. ...' 4 ...£N6RCALC'7NC.1983201d, d:8.1411.18,1�erfi 14.11.18,,,=1 .rte ,• . . ,..� . Lic.#s 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 Cd C FN C i Cr Cm C t CL M tb Pb 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 0.418 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 +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 0.300 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 Overall Ma3nmutn'DefIections s Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0236 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 0.809 0.809 Overall MINimum 0.226 0.226 +D+H 0.376 0.376 +D+L+H 0.691 0.691 +D+Lr+H 0.376 0.376 +D+S+}{ 0.639 0.639 +D+0.750Lr+0.750L+H 0.613 0.613 +0+0.750L+0.750S41 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+11 0.613 0.613 +D+0.750L+0.750S+0.450W+H 0.809 0.809 +D+0.750L+0.750S+0.5250E+11 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 Lr Only L Only 0.315 0.315 S Only 0.263 0.263 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 I Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) '' (971)645-0901 dennis@vistastructural.com Prinsd:20 JAN 2015,10:47PM t p r o 1tlioi anxtipf tx... tf 5 e6 Iy...x4 ._; .ahc _ c .t „¢/ f .� . taa�c . _3 �ike : . . C, TfC 1J310, $111'11411s Lic.#:KW-06010523 - Licensee:Vista Structural Engineering,LLC Description: 60B:beam at left side 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 • • • 0(0.0525)L(0.035)S(0.0875) • i i i i i ARO 1 -yrs a' `, b ,'h r �`;� 1 AA 4x10 Span=15.250 ft 44iip11 gOil 4. g '(4/AlitipP4707.7 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 fl :DE JGN"SUMl tgY., Design OK 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+1-1 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 FN C i C r Cm C t CI_ M fb F'b V fv F'v +D+H 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 +D+L+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 0.566 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 +1D+5+1-1 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 +D+0.7501J+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 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 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 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 L. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 j dennis@vistastructural.com Printed:20 JAN 2015,10 47P 11 fon 8 fes„ C:lllsersl0ennislDOCUJ IIENERCA #h150a:6 u '; ,.; ENERCALC,.INC.19832014.Bald:6.141118.VVec6"f411,18.. Lic.#.KW-06010523 Licensee 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 Cd CEN Ci 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=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 40+0.70E41 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 40+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=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 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 +D+0.750L+0.750S+0.5250E+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 Maximum Deflections T Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4785 7.681 0.0000 0.000 VerticalReactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.101 1.101 Overall MINimum 0.240 0.240 +D+H 0.400 0.400 +D+L+H 0.667 0.667 +D+Lr+H 0.400 0.400 +D+S+H 1.068 1.068 +D+0.750Lr+0.750L+H 0.600 0.600 +0+0.750L+0.750S-41 1.101 1.101 +D+0.60W+H 0.400 0.400 +D+0.70E+1-1 0.400 0.400 +040.750 Lr+0.750 L+0.450 W+H 0.600 0.600 +D+0.750L+0.750S+0.450W+H 1.101 1.101 +3+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 LaneA, 4•11k„,„,( Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ' (971)645-0901 dennis@vistastructural.com Prin'td:20 JAN 2015,10:47PM t t, i" lE H s a ,1ff ', isllsP. 1ht 1 A 11 s1� .'it f tit ;�o-- .. ,> :�yio a=, et.n,y .... _, ,.: . '..' * laic::.,.0L a,`F440 ,ctioif.4 06 0)):PA�4�+1117t Yiti t 44. :: 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-Pill 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 010.195)L(0+.13)5(0.325) • + + + * • 0(0.165�L(0 + + +d4) + 0(0.08) + + + + + • • • • • • • • • 3.5x10.5 Span=8.50R • j (igtiL"i3d4 ` v ,.' 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) DESIGN SUMMARY ,.,. 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 • • :4M61rilttrn FcrGeg&atkissPs fot'k*IAomhlgat+nns---- ------- ---------- -------- 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 +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 +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 0.715 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 +0+S4l 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 444 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) x V u" (971)645-0901 Ire dennis@vistastructural.com"' "` Printed:20 JAN 2015,10:47 PM e a ca c, 1983 io1 a itd 6 i �v s toW0©tSwam l la 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 Ci Cr Cm C t CL M fb Pb 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 Overall Maximum Deflections :.., Load Combination Span Max. -'Deli Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.2176 4.281 0.0000 0.000 Vertical Reactioni_. 3 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 +D+L+H 4.327 4.327 +D+Lr+H 1.905 1.905 +D+S+H 3.286 3.286 +D+0.750Lr+0.750L+H 3.722 3.722 +D+0.750L+0.750S+H 4.758 4.758 +D+0.60W+H 1.905 1.905 +D+0.70E+H 1.905 1.905 +0+0.750Lr+0.750L+0.450W-+H 3.722 3.722 +0+0.750L+0.750S+0.450W+H 4.758 4.758 +D+0.750L+0.750S+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 t Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( r I 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 2015,10:41 PM r ff 4 r A ! a'1OCUME^$1ECA 511.6 y vvo { Beam i?* ko z 4 r / r£ 3 t ,1,9$3 $u�ctfW="1J,]$,?rEcR 9 8 ..� ,r, „-.M a»...,,.., x,,,,.r.�'.x S.,r1;,y�..,, .,. .�,,.r«... �4F..�,.,.�., . .. *�,.rtt-w-,m�_ ..:.:. . _ v;. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC D �e /s�cription: jn���60BT/RBD:Flush beam above right side of stair opening in first and second floor systems PT 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(0.135�L(0.36) • • • • iM. %POZ .N eA i IN s R a .M.s ....msµ , ,.0 • • • • A•• 4Y10 A • Span=7.0ft •i'::.7.4104:11,W14512', Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft ,I ESCGktilkittilW x V:: Design OK Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x1 0 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 +O+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 V C d C FN C i C r C m C t C L M fb Fb V iv 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+S4l 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+1-1 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) it,Iiit j (971)645-0901 Ski ' dennis@vistastructural.com Printed:20 JAN 2015,10 47P Woo $earn c � 1 CA> Nc.1,483-214 411 V 4111.118.' 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 Ci Cr Cm C t CL M 1b 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 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 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 +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+0.7505+0.5250E4l 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 +0.60DD+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 +0.600+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 0.50 119.28 1728.00 0.22 10.26 288.00 Overcall Maximum Deflections s F'. Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 Verficai Reactions • 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 +D+0.750L+0.750S+H 1.418 1.418 +D+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+1-1 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 1.260 1.260 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) t ,� (971 )645-0901 \ ti r PF dennis@vistastructural.com Printed.30 JAN 2015,4:07PM > 14',1 . A r o ,,. eW IA �, ivatwg31£mi.t,e,io&fCA1&tsY & cr F s . 4 s � „t. zy 1 ERC0 * WNu„ y190 f 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 • • • D(0.09)L(0.15)S(0.075) • i i i * i • D(0.16) i i i i `,��' z z0:wo:�t: •`�54 ; m3,� egy � '?,:,s�:v'.�, .:; 3• 2�,. �' �,,a r F ;?� >Vi �`.i i 5.5x16.5 A • Span=21.50 ft * �f� oadS zFIy r"^ �� ;, �x � � Lilg010111 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) n � Uniform Load: D=0.030, L=0.050, S=0.0250 ksf, Tributary Width=3.0 ft,(roof and floor load; DESfrs StYMMARY a' mm Design 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 +D+L+H 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 • Max Upward Total Deflection 0.000 in Ratio= 0<240 i ainmUir Forces&rS re toi, ,<.. .'linb ilii ' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv Pv +D+H 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 40-45-41 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 +D+S+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 0.362 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+0.750Lr+0.750L+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 0.369 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 33125 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) ' , t. (971)645-0901 to t;, J dennis@vistastructural.com 7".=. Printed:30 JAN 2015,4:07PM ftllsem\Dennls\DOCUM-11ENERCA.11t150ee6 "> Wood_BearrrENERCALC,#NG.1983-2015,Budd:&15.'-19 v-615.1.11 Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60B&D:Beam supporting rear wall of main floor Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb F'b V fv F'v +D+0.750L+0.750S41 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 +D+0.70E+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+0.750S+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 +0.60D+0.60W+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 Overall Maximum Deflections .T:. < Max... ' .", Load Combination Span Max.""Defi Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.5729 10.828 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MHXmum 4.720 4.720 Overall MINimum 0.806 0.806 +D+H 2.906 2.906 +D+L+H 4.518 4.518 +D+Lr-41 2.906 2.906 +D+S+H 3.712 3.712 +D+0.750Lr+0.750L+1-1 4.115 4.115 +D+0.750L+0.750S+H 4.720 4.720 +D+0.60W+H 2.906 2.906 +D+0.70E+H 2.906 2.906 +0+0.750Lr+0.750L+0.450W41 4.115 4.115 +D+0.750L+0.750S+0.450W41 4.720 4.720 +0+0.750L+0.750S+0.5250E4 4.720 4.720 +0.60D+0.60W+0.60H 1.743 1.743 +0.60D+0.70E+0.60H 1.743 1.743 D Only 2.906 2.906 Lr Only LOnly 1.613 1.613 S Only 0.806 0.806 W Only E Only H Only Structural Engineering,LLC Project Title: Plans 60A,B,D 7140Vista 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 a4144-kijiar:,6',10.TlftY � 1t1se1sU .Cdf A4: ,� r `a§ aWa_ _ T,.��4N4.V0lm214Bpd�O4t18£A040 i5a 3 V Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header above garagegdoor TO:= .1011. 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(0.09)L(0.06)S(0.15) $ x c FEY ging-;- ;`..;s -- r *`-v h a A . I • 6x12 • Span=16.50 ft Aplih d Loads �M�z „ z Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 fl µaidt'SUMMAW V W - aP Desi fl 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 laXiAltlt(1a $ rrPrAJ� b ¢ ' ra Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M Ib Fb V iv Fv +041 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+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+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 0.781 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 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) y71ij (971)645-0901 � dennis@vistastructural.com Printed:20 JAW 2015,10:48PM Wood Beam -ctu�u���wocu►����t���c�-.n����s ..., „ . ,; a _,.r... ., ,, ,,.ENEKGALCINC.19$3204,8u1±6.141116,Ver_6144118,x... Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header above garage door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M Ib Pb V hr Fv +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.316 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1440.00 0.99 23.52 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 GAD 9.41 288.00 , Overall.Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.3722 8.310 0.0000 0.000 1 ertical eaCtiOn$ 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+t{ 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +3+541 1.980 1.980 +D+0.750Lr+0.750L+11 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 4 dennis@vistastructural.com 7140 SW Queen Lane Beaverton,OR 97008 Engineer: DMH Project ID: 1150 Project Descr. Tuckunder Cottages(60 series) t (971)645-0901 P' lif, !"" Printed 20 JAN 2015,10:48PM P? ; . f ''',14,W < a i1 .._., CInSf�b 11c 1x , p „,.,,, . ri 'we=Rt ' . , t' CM 1NC 1 ( : 1 # 44,j#1 I Lic.#:KW-06010523 . Lin :ViSctura! Engineering,LLC Description: 60B&D:Beam through middle of crawl space OD gr 1 .41-33,1275W: .,.;> Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ♦ 13(0.11 (0.441 III III AA A Span=6.50 R �x" e, �'�: Service loads entered.Load Factors will be applied for calculation: �,Ap};!11ej��oacls ;�., . , �.. ., �; w,... . . :,< Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft 1 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+L+H Load Combination +D+L+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 0.100 in Ratio= 780 Max Upward Transient Deflection.. 0.000 in Ratio= 0<360 i Max Downward Total Deflection 0.125 in Ratio= 624 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv 40+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 404L+11 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 +0+1+4-1 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 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 0.29 17.28 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 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 +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 3 7140 SW Queen Lane Engineer: DMH Project ID: 1150 4,5 i Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) k (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM -1Lisersl[lennrslDOCUb1iENERCA�211;i0.ec6 .' W00 B@1t1<t, ENERCrLC�INC.1983-2014 Buid6.141118,Ver6.243118 Lica#:KW-06010523 Licensees 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 C d C FN Ci Cr Cm C t CL M tb Fb V fv Pv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.450W+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+0.450W+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 0.486 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 Defledtions , Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0441 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+L r+H 0.358 0.358 +D+S+H 0.358 0.358 +0+0.750Lr+0.750L41 1.430 1.430 +D+0.750L+0.750S+H 1.430 1.430 +0+0.60W+1-1 0.358 0.358 +D+0.70E+H 0.358 0.358 +0+0.750Lr+0.750L+0.450W41 1.430 1.430 +D+0.750L+0.750S-+0.450W+1-t 1.430 1.430 +D+0.750L+0.750S+0.5250E+1-1 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 (:4z 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 lir dennis@vistastructural.com „.pp.. r' Prin�rr 20 JAN 2015,10:46PM 3 u „ ,, , i c e Istpti!CUI 1:lEhlCftCF!'tt1150.ec6 . QD rBeali# 66 ' , • � A.,,,z7 G#-CIN K .1 o3 6.3 `318 ".14,� z;, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60D:Header at front of master bedroom f '.oE #NCE , 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 + + 0(0.075)L(0y..05)S(o.125) + + • • • • • • A 2_2n8 • • A • • Span=6.50 ft Load &moi : Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft A lDE51GN;SUMMAk ...,. `" Desk n 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 = 3.250 ft 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 Maiiiimoi„Po. 1 .tes eti r,Load Codi inatiil ` ` 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 0.186 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 +0+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 0.279 0.127 1.00 1200 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.134 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 +3+S4I 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 +0+0.750L1+0.750L41 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 +0+0.750L+0.750S+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.400 0.183 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1242.00 0.55 37.79 207.00 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) i' ¢ a (971)645-0901 4" � 1 dennis@vistastructural.com --^` Pend:20 JAN 2015,10:48PM • 1DennisPoPlike.-1 ENERCA7.1111Wec8:::, W00 Beare -"--/--,• ENERCALC INC-1983-2014 uid 5.14.11.18,Ver614:11.18 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 C L M tb Pb V fv Fv +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 0.105 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 +0+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 +0+0.750L1+0.750L+0.450W4l 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 0.157 0.072 1.60 1.200 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 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 0.0547 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 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 40+0.750L+0.750S+H 0.670 0.670 +D+0.60W+H - 0.244 0.244 +0+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+1-1 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 ( 4 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 .,,,, dennis@vistastructural.com Printed:20,JAN 2015,10:48PM _' i �" seiatitiiiiA OCUA,-1N 111,1511�6 r 0 ,vti1t� _ aA i ,;,, .W. 498$2)1414....'1 ,11$ f41 1$s? Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts q ,fss;...047 0:, , .* 2. < '.. - <at6', ,.,, .. �5,,s.,: Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 ij Gen+rat�nfaiP41100',40. . .. , tis,,,,µ . , 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 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth= 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 greaten ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&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 XIOVrX ax f � ,. X Pedestal dimensions... _ �,� px:parallel to X-X Axis = in - z pz:parallel to Z-Z Axis = in Height inir: Q Rebar Centerline to Edge of Concrete. m at Bottom of footing = 3.0 in F�, . .. p ,., n Reinfgrcing a.. <„, ",,.. 7. » 1'______________ w Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis • Of : ` Number of Bars = 2.0z + z . t:: t *'<p :i t Reinforcing Bar Siz( = # 4 : ,j rm.m `:fes. 3 if F,4 Bandwidth Distribution Check (ACI 15.4.4.2) ' x :t = c'F r :: Direction Requiring Closer Separation n/a ..: •t•.:: f_r. € :•» :a : • #Bars required within zone n/a #Bars required on each side of zone n/a TfAppliecd'ibads ht M,, .. M, .., .- . . 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 k V-z = 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) � 4640t- (971)645-0901 s: � dermis@vistastructural.com -_ Printed:20 JAN 2015,10:48PM General F©otlt7g ,, Fife C.lt seisit nisADOCUME-tlENERCA-111150ec6 o, 4, ,, . �CALC,7t�C,19,93-2014,Buid.&1 1 18,A/er 1.411,18:•. •,- 'tic.#: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+1.60H 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+1.60H PASS 0.05653 1-way Shear(-X) 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+1.60H PASS 0.05653 1-way Shear(-Z) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1308 2-way Punching 21.497 psi 164.317 psi +1.20D+0.50Lr+1.60L+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 Sta_briiW ,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? 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+1.60H 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+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D40.50L+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+0.205+E+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 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 R 7140 SW Queen Lane Engineer: DMH Project ID: 1150 j Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 '' dennis@vistastructural.com Prin'sd:20 JAN 2015,10:48PM v is T rr �� 3L' ,File ttersleiOst04CU9 Ergf 1111 1 4 > sranuric * ati 100t2O14 Bil&14 e6411t1Ba� u8iLic #:KW-06010523 Licensee:Vista Structural Engneering,LL C 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 s LVista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 t"' Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 ''w dennis@vistastructural.com Printed:20 JAN 2015,10.48PM t lUsemIDennisIDOCUNE-11ENERCA-19150 et6 General Footin L,, 4:A,�. _' _ , , -' , ENEFC NG 19$3.2014,Buld'fia$11.18,Ato:51 11 f3. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts 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 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+1.603+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 ^ `One Way,Sht'ar Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 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+1.605+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+0.205+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 I 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+0.205+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 StructuralWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D 4 71Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Protect Descr: Tuckunder Cottages(60 series) / (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:48PM a f�i z 4 V N ' 4' File C 1I1 }iti ria"500£Uturt1 RCA 1t115 e6 G.al l d' c e� s' . Y's� '°4 ,� -at:ti r ? . ., a z„ iERtrAtC`1NCa.1,993n 9 ;f 1$, r'Fx tItI8 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"Hr = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK fb/FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,051.8 Allowable = 3,000 psf Moment....Actual ft-l= 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 = - 898.8 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 4Vista 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 4' dennis@vistastructural.com Printed:2G JAN 2015,10:48PM Qle 1Use�slDenn�s1t3C3CUME,tENERCA 113JSi3 Canttlevelred Retarntng Wx11 fr ,,..s .,. z yCAi.�JNC;'t993-2014,Buld.6,14:1 i.18,Ver.6:14 9 t 18 ;,; 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 = 12.00 in Mu: Design 506 1,901 ft-lb Key Key WidththActual 1-Way Shear = 1.69 20.28 psi Key DistanceDepthfrom Toe = 2.00 ft= 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #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 1,481.9 Soil Over Heel = 1,260.4 2.29 2,888.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.92 252.0 Added Lateral Load = 216.0 4.43 957.6 *Axial Live Load on Stem = 715.0 0.92 655.2 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.29 Surcharge Over Toe = Stem Weight(s) = 600.0 0.92 549.8 Earth @ Stem Transitions = Total = 875.5 O.T.M. = 2,461.3 Footing Weight = 416.6 1.67 694.3 Resisting/Overturning Ratio = 1.78 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 3,267.0 lbs Vert.Component = Total= 2,552.0 lbs R.M.= 4,384.1 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 j Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com :w� Prin'ad:20 JAN 2015, 10:481,10N, = Yl�3IsA mX1 �i? -E ° Z ?40,04#4 DPPYY6OUA19 �� ,,.•,?k1��� ,1; ,��am � ,. ,... a. � k .. e� te . �,+,: ,.,0;=41 �rp « Es4f �lN0? �� %� 4�0 �.Cco� � • 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. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type 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"Ht" = 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 = - 658.0 lbs Concrete Data Pc 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 l 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ', (971)645-0901 dermis@vistastructuratcom Pruld:20 JAN 2015,10 48P �,antilevered-RetaiIib g Wa11 ,. ; Fite CAUserspennispOcI pIERCA-111150ec6 ,...,-., ._. ,11 _... .,.'4,. ,�� ENERGALC,INC1963-2014,Bu Et41318,Ver8141i1V--, 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 Mu: Design = 879 514 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 10.55 10.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) I `4 (971)645-0901 W• dennis@vistastructural.com Prind:20 JAN 2015,10:46PM 2 ,t r445.0:040n 09,0 0kI RCAti1315U e76 ; a.P1,llle ...MPAT' 0e t � � <<.vi ,.1 c cl x1641. sgrecs14.111s, tic.#:KW-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. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 pit Surcharge Over Heel = 0.0 psf p Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type 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 = 2.69 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.5! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 3.26 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,757 psf OK fb/FB+fa/Fa = 0.182 Soil Pressure @ Heel = 179 psf OK Total Force @ Section lbs= 355.8 Allowable = 2,000 psf Moment....Actual ft-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 = - 420.8 lbs Concrete Data Added Force Req'd = 0.0 lbs OK do 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 4 �Sit Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) -,' (971)645-0901 >-0 dennis@vistastructural.com z«. '" Printed:20 JAN 2015,1048P 3 file CAU sIDennisIDOCUME-711ENERCA,,1h115iled. Cant!ieVe1'ed.Refia riiflg YVa1I ENaERCAtc,INC.19 -2014,audd:&14.1t_le,ver6A4.11.�ts...- 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 Key Width = 12.00 in Mu: Design = 257 207 ft-lb Key Depthepth = 0.00 in Actual 1-Way Shear 1.40 6.38 psi Key Distancefrom Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = 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 j7140 SW Queen Lane Engineer: DMH Project ID: 1150 r 41 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,11):481.1.4 i41# 44 z ' .iii I 4 ail s 440 C; serst11t 1n1s1t30CUIV i1E RCA 1.1:§9 �r m i.Ys,,7a, . ,,.y, ;�.,WN.. :�,.,, t ,',,k .,�ER I 1% .. . Fa INC„7.,,....144,,_,,,14:11:18,'„:;„:14:1118i4;:, 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 psi/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 96.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type 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-1= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-l= 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 = - 428.8 lbs Concrete Data Added Force Req'd = 50.0 lbs NG F psi= 3,000.0 ....for 1.5:1 Stability = 255.8 lbs NG y psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 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) i, `� / (971)645-0901 Or dennis@vistastructural.com '-'- Printed:20 JAN 2015,10:48PRA Cantile*ered Retaining Wall a AUsersDen4iswrcu-raERCA-111 ENERCAL INc:1983-2014,Bu'5d:&14.11_18,.Ve 6.14.1 i 8 m Lie.#: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 Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: 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 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) /1,,,,,,±) . Mi . (971)645-0901 dennis@vistastructural.com '' Prind 20 JAN 2015,10:48PM t p � e C:11)sers,,tlen#V3OPlt 1ENERCA X11 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 psflft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pd Lateral soil pressure options: Soil Density,Toe = 0.00 pd NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type 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 = 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 Added Force Req'd = 0.0 lbs OK t c psi= 3,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ., llillit (971)645-0901 .,7 dennis@vistastructural.com --`` -' Printed:20 JAN 2015,10 48P Cartllle 'erect Retai ll<mg Wal! file C:Us Y1ennnislOOCUh,E-1SENERCA-1t1150ec& ,,a„.,...,.r, , 7 ,,, z..,.. _ ENERfAit.,ANc,1983=2014,Bindau.ii 1$,versiti .1$. 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 Mu: Design = 83 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: 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. r Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 ,1 7140 SW Queen Lane Engineer. DMH Project ID: 1150 44 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1 (971)645-0901 l dennis@vistastructural.com M = -4' Printed:20 JAN 2015,1OACPM Y'mp:° `';. ' - y a 3 ,r"F itet P.' St'tp0tIn7S t11o. '0:0!, ,rQ tM PI OITM11, `0,41 , :4F.r .k_'k _,r _ . Cf 101#3-2014 Hui!* x -:140440451 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. 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 pit Surcharge Over Heel = 0.0 psf p 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 Added Force Req'd = 0.0 lbs OK t c psi= 0,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista7140 StructuralSWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer: DMH Project ID: 1150 1Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 -esj dennis@vistastructural.com Printed:20 JAN 2015,1048P Cantilevered RetainingWall , file C isers1DenntsiDOCU1TI tiE;1ERCA-'Ht15I!acS . ,... .. . � . En C 1983`n?i4a a,t-s:i4 1 ta :,a Ili B 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 Mu: Design = 54 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear 0.00 1.42 psi Key Depth = 0.00 in = Key Distancefrom Toe = 2.00 ft Allow 1-Way Shear82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = 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. F 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) Iiii& (971)645-0901 Bennis@vistastructural.com Printed 20 JAN 2015,10:48PM Aga'. q,a g a ('-'3tJSErS mist 1 11Et9E#CA'tt115tt�e6.i Co11 1 ?Ind{ .! rif f; .--V 1 ''z k i," iM1tt 4 1 w41t 18 3te1 1 "1'H Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage God, @aFP H 7 Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Analysis/Design Settings f c: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 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 r soli;thf4 .` 44 ,F : a Allowable Soil Bearing 1.50 ksf Sod 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....Allowable Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of SoiVConcrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth(4 width increases as specified by user.) ct Dlri'iens'ons$R@ti orcing f #.., ; max. _.. __... .H� �,...�� 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 0.01 n^2 Total Footing Length = 24.50 ft Top Bars 3 4 0.60 0.0 in 2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.0 in/2 4ii.0. 3f0:4c s 1 31 1 1 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 ,. , , 4iyY . Z4-r1q-0- - i 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) j(971)645-0901 `^ l' dennis@vistastructural.com Printed 20 JAN 2015,10:48PM CPmbl ed Footin -C:u nuvaocur »cn-- 115l 6 ti `, - `ENPRC,ALG,INC 1983-2014 Buitt6.j4lx 18,Ver6141i=18" Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Fooling at shear wall line 3,adjacent to garage DESIGN SUMMARY 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 Spit Bearing , 1 Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning;Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One Way.Shear ,. d , ,4,1kv:a xi , . ;Punchmg,Bhear ... 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) j,,, (971)645-0901dennis@vistastructural.com Printed:20 JAN 2015,10:48PM aye,gry7 Axa . (,�j� ,✓. � 4 i�/•-,� _:It n e i* rw ` - nlle{{{,,-�Y(tom epr� ff � 1*3�CA�4 a ti cA j M Fc b#lifi '''12'''''''''''''''''''''''''4'''' x'Ti�, 6 ,Y �. �i n.�14"; .,:fir .„ -ry o.!.! M i ''g_iT i r i .Bibi'.. Lam ": .,.4,..4- '�`, . ' m„ L-.- J'.,,r.Aw,.....,.- ' ...Ceti .,.,.., Yerin 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 Material Properties AnaysislDesign 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 Min Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 Allowable Soil Bearing 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.... Allowable pressure increase per foot ksf (Uses entry for'Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of SoiVConcrete Friction 1.0 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) iZ 01 ii Ie:44?IS&R@II70fi ia, 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 inA2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 5 1.550 0.0 in^2 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 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 ►pp edLoadl r Z1. .. . ,, 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 ,,. €L-e . � v-i- I_ ick 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) _Q (971)645-0901 dennis@vistastructural.com "<.r..„-- Printed:20 JAN 2015,10:4;PM 4,:-..._ tl g ,,,,,,,,z-,::',,, '. C: se�slpen nisinocun pIERCA-n1,soec6Combined FOOi .<, : . � ��� , �,�.eN> c INC tse3-soja e���4x1 $W474:4,1138 Lic.#:KW-06010523k.� . .� , .:, Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage DESIGN SUMMARY;"' Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS 99,999.0 Overturning 0.0 k-ft 0.0 k-ft 0.0 PASS 99,999.0 Sliding 0.0 k 0.0 k 0.0 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0 1-way Shear-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 1-way Shear-Col#2 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#2 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A Soil Bearing ,,, .�, Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One Way Sheat, , .! ' Punching Shear,;:d. 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 101.j iiilfie 44 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastnictural.com 1/4 „. '` Printed:20 JAN 2015,10:48PM �f!► . , ro �� 1,7 wlUsers nnat[H'IWW 1-e 1t11a"Q'ecF' hrvinm GLM F Ctfi : �r `� 1 1 14 f 1d Iry 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 Cie a hWi #4ii h. . ` ' Material Properties Analysis/Design Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'If) Concrete Density 145 pcf Main 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 limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) ' 'p meiiSloils 8c lf{i31Iif4PCi r ' - Distance Left of Column#1 = 18.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.0 ft Sq.Dim. = 6.0 6.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 0.50 ft Height = in Bottom Bars 5.0 4 1.0 0.0 in^^2 Total Footing Length = 22.50 ft Bars Top Bars n Cols 5.0 4 1.0 0.0 in.2 BtFooting Width = 2.170 ft Bottom Bars 5.0 4 1.0 0.0 in^2 Footing Thickness = 13.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 in^2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 i; j pied Loads: t 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 fD �} e.: k sia/.z'ka`4' .YC,'.4 4„ w..,sfi , .r Y'k,ax l< , ;,,:. .,.> - .., mY. „x N 1 a'-u' .l. 4:-4.1" A Vista Structural Engineering,LLC Project Title: Plans 60A,B,D \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 kjBeaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series)flij': (971)645-0901 dennis@vistastructural.com . Printed:20 JAN 2015,10:46PM G fT1 bine , OCttilf Re-Criuserslflenn---lit 1}ENERCA-1%aasoecs ;� „ „ > EN INCRCALC, 198,3-2014,9uick6147 .7b,Ver6 F1• 9 .t1!".. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door DESIGNSUMMARY 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 ISO Beano Eccentricity Actual Soil Bearing Stress Actual l Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stability,. Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting, Ratio Overturning Resisting Ratio One Way Shearg Shear Ax _` -Punchui ... , 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 L--o)7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Bennis@vistastructural.com - < Printed:5 FEB 2015,10:43AM ,t A 11fiettADIB0ii VOW ,� .. .,� �Otlzr , r 4 i ° ii,,,,.--,-,---,,,,,,,,,,-,-- ` �4� � � '��mia Ft $S Q9wy ' ° $ � � �z' L � � �, . �t✓ - t� m �` 5" : 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 L `[1$M ditltrf ',°.,4477:17-7,1M14 a' Pil Material Properties AnalysislDesign 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 41, :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 r Shear: 0.75 Min.Sliding Safety Factor 1 :1 - .;fittiifo'�' j6,Y'r R R t - 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 SoiVConcrete 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.) Ulmer><saons& arnfarciIngNr 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 inA2 Total Footing Length = 7.667 ft Top Bars 2.0 4 0.40 0.0 in 2 Bars Btwn Cols 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 inA2 ,,Rebar Center to Concrete Edge @ Bottom= 3.0 in Top Bars 2.0 4 0.40 0.0 in^2 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 ff .�� i. ",_ 4 . s x . ,r�.,:>««;,-,,...a.«as;,. 0-„« ,.,..._, .,..�x' 1'-6" 4'-6-1/16" ` 1'-6" T-8-1/16" 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 (971)645-0901 ,� dennis@vistastructural.com Printed:5 FEB 2015,10:43AM* Cani Pined Footing..... NE ALGAc.-19 3_2015,Bad:tENER�A #1t5flecb ENE tCIBLC rt�c.:tse3-2035,su�fd:fi 15 1 ]5.1 tf Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch DESIGICSUMMARY. 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+11 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+1.605+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+1.601-1 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 Fear ng%.,:.:-.,';V.&,,w h,„... . Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D++i 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++i 2.11 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.103 +D+0.750Lr+0.750L+H 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++1 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +0+0.70E+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +0+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+H 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 +0.600+0.70E+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 Overturning Stability. Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +0+1-1 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 +D4r+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+5+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+1-1 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+H 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 +0+0.70E4I 0.00 0.00 999.000 0.00 0.00 999.000 +0+0.750Lr+0.750L+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +O+0.750L+0.750S+0.450W41 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+0.5250E+H 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 60D+0 70E+0 60H 0.00, 0.00 999 000 0.00 ,p.o0 ,999.009 vitt Way Shear t ' ,= x F, Punchrng Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.400+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+0.50S+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 0.95psi 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+1.605+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 f :;0000)7140 SW Queen Lane Engineer: DMH Project ID: 1150 t 6 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) •` (971)645-0901 dennis@vistastructural.com P(sifed:5 FEB 2015,10:43AM p, � ', � - Tv`.✓'s"°t' ', .x F ttNt AN 7 sf 90.-t,+h it 1spot tlb -`1iENEt A 11 15oi � i,�il � gr 4, 11 y'islz 1.1 ,z., ,,` g t Y x� , 1 -i , fs151i9 15.13# Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: Plan BOA 8 D:Footing at front of entry porch row- 3 n„w smom u �.„�,-? .,.�, �K.," o.e. rivIos r,. .,4..71 j' .v. ,. Load Combination... 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 1.47 psi 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 1.16 psi +0.90D+W+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56 psi 0.56 psi +0.90D+E+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56 psi 0.56 psi PL15-31 2-3-15 tj Roseburg J2 MAIN 10:06am A Foci Prr,dutts Cumparrs> 1 of 1 CS Beam 4.1126.1 ImtBeamEngine 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 11 0 0 11 0 O 7 0 0 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 applying point loads(or hoe loads)to canyirg members Live Dead 1 302#(189p1f) 78#(49plf) 2 863#(539plf) 259#(162plf) 3 302#(189p1f) 78#(490) 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" U999+ 5.07' Odd Spans L Control: Max Int React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON �lP°ductnamcsaetmdemadsoftheir espeaivevaners KAMI L HENDERSON EWP MANAGER Copyright(C)2013 by Simpson strop lie Company nuRlcrsRes�tv . PACIFIC LUMBER &TRUSS� "Passing is defined as wtren 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 qualrted designer«design professional as required for approval This design assumes product irW allation according to the manutaciurer s specifications. 503-858-9663 [JSGS 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 Ill Ss = 0.956 g From Figure 22-2[2] S1 = 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 N,,, 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 k < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/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 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and 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 S, 50.10 S, = 0.20 Si = 0.30 S, = 0.40 S, _> 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class= D and S, = 0.425 g, F. = 1.575 Equation (11.4-1): SMS = FaSs = 1.118 x 0.956 = 1.068 g Equation (11.4-2): SM1 = F„S1 = 1.575 x 0.425 = 0.669 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS — % SMs = 2/3 x 1.068 = 0.712 g Equation (11.4-4): SD1 = 2/ SM. = 2/ x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12(31 TL = 16 seconds Figure 11.4-1: Design Response Spectrum T<T0:B,-Sze(0.4+0.8T/T$) 0.712 -- T` STST :S -S ps 4 ` T, 4TSTL:S,«.S /T 44-4 4 4 T)T :S "S T /T s t L •�` Df L ti 1 1 1 i y 1 i 1 t 1 i 1 $ f 1 1 1 i I t } t. 1 1 4 Y 1 1 X 4 1 4 f 1 I i 1 4 i 4 f 1 3 1 1 i i i [ 4 i 1 I 1 1 1 i i 1 4 i I 1 Peritd T(see) Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. t i t t i f v 1 t 57 3 t V'i i fF � I t I 4,45 " ,569 -t t 1 1 1 t i t i 1 i 1 1 1 f 1 i t t 1 i i t I I 1 1 1 i 1 1 t t f t t f t I t t 1 t t i t 1 i f t t Tri.0.125 's 0.4E2£ IMO Pel 4.T("ac) Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[4] PGA = 0.421 Equation (11.8-1): PGAM = FPGAPGA = 1.079 x 0.421 = 0.454 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >- 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= 0 and PGA= 0.421 g, FP,„ = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17151 CRS = 0.895 From Figure 22-18[6] CR1 = 0.871 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or II III IV Sps < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ Sb5 < 0.50g C C D 0.50g5Sps D D D For Risk Category = I and SD, = 0.712 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sol I or II III IV SDI < 0.067g A A A 0.067g <_ SD1 < 0.133g B B C 0.133g <_ Sp1 < 0.20g C C D 0.20g5Sp1 D D D For Risk Category = I and SD1 = 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" : S, 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. ZWJMNIR.A.itTA:Mitt F, PlriWzikti8M21 SMS -N4 i` (=FeS,) IE 1 0 (Importance Factor) SMS x (71 (=FvS1) R 6 5 ;(Response Modification Factor) SDS D1 (Seismic Design Class) SDS :WE .0.698 (=2/3xSMs) SDI f (=2/3xSo+) Cs V 3$2% -:lbs (=C$x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 1'5 psf 2ND FLOOR DEAD LOAD 10';psf FIRST FLOOR DEAD LOAD 10',psf AREA(ft2) WEIGHT(lbs) HEIGHT(ft) Wxh,k C. F,(lbs) 2ND FLOOR 1188 • 23,76 3 ,,;x 18.5 39560 X8,7%a, ,,,, 3013 1ST FLOOR1188 11880 .. ... . 10 __ 11880Ui ..dg, i2'L3% _ .,., 814,_ r_,, k=1.0 TOTAL WEIGHT•,;! 3356 Fz C,sV A- E. q--I o 1-,..1)cJ cE.'A 14)t JD /)tL�SS U RES: ,►...1 ' gre.cS 4!- .clv r 17 /57.4i ,,i.._ ii'>r-ic-,-/-pi:.--itcAk --cLf-i /1)..6 '' In /2•Z � � ;• ( = lit w+� F'#Z1os�f I g; ,.1o,C"x rz.zpS�= lzt1V.P- /' . l'I I Q • _, `; =/0'�ls 'L 1 4 / :E. . . ISI U . a , _ / LA), ,(,,,,y4. _ . ,..... _....., :. : *__ , , t. .... .. .:, , ,0, „, , ;..... •• „. _ •• f--- 2, ...71 ':...:: .:- ii Imm...Imm'immmi'”' ' ..... — -r''''' '-7 1° z._d i0 x(2.2Cr / t- 1LI . J Plan 60A SIDE ELEVATION 1/8"=1'-O" ENGLISH RE VAL ! ,4, ) t 1 0 - 1ZZ / v \\ ' -*F----t=.E. .0. ' rm13. ' . '. - . a i b i cf b 0 Plan 60A SIDE ELEVATION 1/8"=1'-0" ENGLISH REVIVAL E _M, A5c 1--l° T.t c1Gc7 .,.s ft-,1 rr-L5oiz 11.PikID (-o4P 1136 'W--- k,•,:b �: -?iss,AE( Sr-) /6). lZ-Z_ /.‘f U NQS� IttLam,jtt� -' �/ 4( / 4_x,36M 'L :,z Cjt ,ayCQaJl�iVel : (9-611/, Ai& . t `, — Ike —77 7 ■■ ■■ .�. : • . � .,)Md- [-o�c.id- t_ /� Z ■■ 11111 CC=.r13 tItket Ti V&) MN Mi■ . - t - (.4.\..10-- : • . ■M MN r• • L,.,,Ti t,C,`nS7/=6 9 4/A- �2_f4 "1 MEM D'Irs ii —7 -_-, /4(. *4- ' _- '1qv_ r' 4r.,.. I+ I I A Plan 60D FRONT ELEVATION French Revival Isco) TOP OF ....\ PLATE Ii __ -03 T 2ND FIN. FLOOR mmillL 11111111=i 1 r-) 1 � a Ztc9 / 'fit 71ST FlN. _ i FLOOR a= / g I�I I -7i m �I C iiMm BSMT FIN. .__ — -ZOO - Plan 60D REAR ELEVATION 1/8° = 1'-0" FRENCH REVIVAL 4-sem- 7-- i.O f- cz-1 1,3V Pgr.Scu R.05 . -P M.ss 6C.?s ') ���� C..)v-��o �ftwo v � l c2X sH rs r o . ____� 1-3 ::; / ta QO.`//4 '_ - qqo-C immum o----2.---24 :. : MI lilliffifillall=115 illhald II II 111111111 �T .i fl � _ � ■ Z 1544 LI -- iiimmismilliEll..,4 lim Nommil, simommisman (,► mel pilliimummimmi k �_. Plan 60D SIDE ELE ATIO . 1/$"=1'-0" French Revival sL(4/ - R I I I lik I I I I I 1 1 ..,. ................__ _Ir. -----------_ _ ...... - 7---= ---Erl -6=1 t... ,_ „._. ,...1 _ ____. ....... = ..__ • ....... ......, ............... _____, ........ ...... __. _..._ MINNIINI E:- ti •moms ._ ^= b ' 1.111.1111 PCs' Plan 60D SIDE ELEVATION 1/8"=1'-0" French Revival d Acc_ Y-t4 7. J c-F-1 Wi�9 - Up-s VHF l/��T / VJIJ�1 1 � �f 9 c=-'. /2_22- I, SrfAt '161 ‘) `�N` L� ® JAI ti 7t'-'`) fiXUSS � Av„ (� / NLL NOW.-FAUX CHIMNEY AT PUBLIC -FAUX S i/'';' 114 51:::!:27„Lkk .r‘A --".i ..-- - .-. I: .- All 1Il � : - . ..'x' Is=APsq *; _ - _ • -Mil u_ _-� ll Ma = 1 /6*/4. . Mani EN 111111 '- '7.111111 W III all ==1=1� ' l sig-_ --- ��� I■ Walai girlie F- i I Plan 60A FRONT ELEVATION 1,1--1'-6" BIGLISH REVNAL awl, LTA:D(A1c .tz- A4 i, g (-SC -- 1---10 E1 tr C1- wfi.1 D pp_ SCu __ -%SSS R t=�SF) 0 icy b li Sop t, c V g* ( to") . f&-t,..i.15 /.0ff / rr-- 1- TOP OFA ..............- PLATE Uzo 2ND FIN. FLOOR IDIIINE ,/ m = "? jou/S'-'�' / ISI = i r‹Liti, (0 1ST FIN. _1/4 7 FLOOR t . it E- ,-„,„.., BSMT FIN. r--- '_� 20R ----**- Plan 60A REAR ELEVATION 1/8" = 1,_0 , I • PROJ: • 11 f DATE: - IVi S_ : : - . . .c ENGR: DMH E NI G ! N E E R f G- .LL C _.._iii- It-....sTD_-01 -4, it - (4-1-69-444... -..L S .. ` € –— – - - ... - - _ _ I i • • S IIL i. s ' • i • i. y: : , Z. :S�1f }•:12...__T�..S.J__ _ ___T_ _. .L }.'.I- __� 1 J .„„.4{ t{J�'� : : : C i I • i l S . • Vii.. : 1' � ..._ ..,.' I. .- . . - .. : -- - ��. - ; S • i z�� I� t. • ,tet �, I ! :.. • �. • 4.- i \\V/j _ ice :e _ a. �� /t : • a _J......_.._ •- .-_.__ . ....... .. _ i. \J ., ,} _64; e y )4 t : ..14 1 ,,I; .c,. ; E 646 0.1) E• - .--..- • ri tr I i-i, 4 (-N4y ! i • 1 : i • • 1 l• .............. .- i i J I _ c i • -• - - - - • • - PROJ: - :: . • • * • . .'... .;;,-..-4-7\ 1 - .. - . . . . . i . . . .. . . . . "'"-.. . . . ., DATE: .i- . ' 1 . . V I . . S • :•'• :..._-: , . .. • i PROJ#: tlitnlittlett.,........_'HAIS:,..0",H ---"...H::S; "T: .IR: i.JI. ••C:: T LI Ri.4:L.. .----H:- LLC ENGR-. DMH • . . . .. . . . .. .. .. .. . . . . . .• . : , E - - i : 1 : : 1 i i___Ki 1 Alfriali--14414 , 21fri-, 1 . i I • - : -i. f54* 1 1 f , , . . . . . • ,....___, . .• • • ? • ! :. • i : : 4. ! ; i .1.- ,34 . . . . • i 14.•• . : : ;E--- I : . - . . , : i. : , i • -4--1 . i, I 1. i ! : 4 . f : ii • . 1..... ._.1 ....... : - - - ---- -:•••-• - ..------L- --i --i-----.--------e....- .- •• 1-..- -• - -- 4"---6Ati 4 h, --, --- t- i - i : i . -----; *--- i i c-----.-. i .4-- •-i- i --1- I : i ; . • ,. ! r ...L : •,y 1.1.. , I i . : .' i . c '.., : ; ; -r- , ;-,,----•--4-- i ; : : ; ; • ; i ! 1 i • • . . . . . : • . . . . . , . : . . • .., - :_ i• : i . . . — c : , ;----I- • - t- — - I- • . • : i : . . : : i 1 . ; . • 1 • i • :' i - i i : i - ! : ' ge : ', : : --E-- • 1 : , : - • P-71/' '74*(101-1- 2-CIP461 • ,.., , -,:- — : : :c. : , : . , • .. . . c , O*1 ' iVi 7-4t4 ! ! . 4 - : s , • . , • . . . . • - —...:, —( . —4-•. . ' : ' : . . -- —..,... _..., , . • , i , . . A-1— : • , ..,,,.. , 41,- 1 • . . • . . . : . ' ----r-- • ! +. -4-- -! ; ; . : • ! • ; ; (.. ; . . - : • .: : • ; : - . . ; . ' 171* ' : •.• • • r , I -• ! 1 .... Ari. .• ' i: i : , • i . f i 1 _.J.- :12,e /IG*kt‘if._iit‘3.*.q.X1,5.:•-••: : . ! . . . . , : : • i iti je • • . • I -7..-ifry ! : 1 I 1 i • : : • • , • . : - .4-•-• ; *-17---e--1 : : : ,.. ( i i - ! - L.7.247-'-1 _t,,4_,,i4 i • 1 :. : : • "' • ! --i-1> - . . : $.1i• : ! I : 4 . . ' -1- •i•- . . ! • • I ,- • i . . -4.. ; t•-• . ' ; . ''' t ,LT i : • 1 ;: ' • : .i i ' i i I . . . . • .---- : • , . C... . pov440.... • I' I . . . 1 F.%7?E'. .b y-1-00A4.,,,,,,.,,,a, 4,1v4- . (. IL . . 1 - , : w. 1 . : r • ( ' -! , - kr ppc..$ /fat. i . , : . F ; r "i • C • i----4---6-*: : , : „„.,, • i ,. 4 .., . . . : ..,. ! 2_ e i 1 : " • ' ' ! EL..%f .4.51) 70.i. .07-T , 4_ : ••!„.•._ : , , : : ! :. 1 1 • I I . . . *-E- tr..vis_ wvitit. 4..; 5Teg-4NR34- e_..,e0 sa.,- rqt:R47.r5-: 1 i• . ! !•-- ] 4- . • , I *,, , • . : - ; --- ---:-•"'s 4 r-r.— ;tA IK • • i-grs-14-1-14 ,z • l*"x-K1)..ii itt: 1 ii8c14-- ._,I... . T y• c ' i -1 : I' ' 1:; 44. i " -.01 t 1 g W -L 3Tii-->: * IctFko,6 ,4_ —2906. OP-1--51-)' : ' _.:6.7.-__,.,..,i .. .-, r.„-r.- , . : i - „ • • • - c" • !' ' — • i .. ; 1 IF . : . i i i*: 1)c ; • : f. im 41.t i 2, 1 • PROJ: . . 3 • I DATE: `. • PROD# _ - ENGR: DMH •E.: .:. : ..P. 1-Ns C i • I `. 7 4. , e . L 1._. of 11Y U v • • • •• • • L • ar t () ..._2 _ 46136. _ 3'l1-/27 t 5, c 14 _ri ,, : SH CL.: 1IVO PA. E f T r • s.. , • I • E -.--- — - - _136-4^ i ... i V 236. - . _ " . : ti • 8 .. 3 , s c� - : .: ....:.. i • 7 11 I. PLYuJoata a� SH � •o t f ..—___C—i___i_--._..._.--__-_.....:,.-•-_.'-- _--i-_—_•__I--_4-.--_--{-- ___ •..—__----A___4__.._J— E _._-�---_. ._._ _.S - .._— i : i j • i • .. ....:.. ....n...•v..v...v.-_.._..v,v.v-„ve:n,__....T-,-..._.._._.._.._.....-.—._—._..:_..-.__.:_.._,....,1.............._---...__._.__..-._. ..........M1».,...-.... _._.__. _.._..____. sn ___ d ! A : i `I • •i. i s t. PROJ: DATE: , :• TA• T. UCTU:RAL: - ENGR: DMH G I. IV G � :. IL L. C c R--rte:.. .� 'tea° 3 {�j `i '. s / r, i n , . l ���. [.f ,•. ;fit t'tSt.t�lf !p �:._ '. .- .._ .... '- --L..__ I . N . . _... __ ...._._ _...-.. .i. I . t. ., ;Liv 2 =�a — ---- --- : • 1.1 i II"S 1I° /l� Z 1Z -SS b� - L_� 1� � � �� • C� � - :e, 76ea...{ 64.Ct-/- 6 t I • . i • s E ! I � T ! i ! i , . . • :..• , , . , . I i P i i it , -._._. _ -------4 , E i • , F _ . PROJ: . . . Al V\ . .... DATE: i i S. .. . . • •f:;:,•.-,,,, -- STRUCTURAL . . ENGITME E:R 9: N-43-. . -.-IL L CJ ENGRI DMH . .. .. .. .. . . . . , : . 24-1-.1 F-Dox! 4,Kii.0--! t-,' 41:3- - ' . . . . i . i , : : i. : •••, ., , r 7• . , . 1 . . . . 1 • : • . • . I. ! • i' . ..:............t.......... . SO t it : -i . . 1 __ I 61• . . . , . . . . . I ! .. • • i , i , I - : : . i ; ; i i 1 - ri 1 I . : .• . . . . • . : -• i.- -t , . , 1 : 1 i 1 , I . • 7-- : . ! ; i ... i 4 ; .1 • :...: .1i, ... . __Li. 4._ i______ -•-•. :-- - ; 7 ----. - -- - • . i I 1 . 1 ' . • :. ,. : . _ _2 i - : --I- - . —...?. _ri. i . --- 4 . • ' ••.** ••i•- • -.• ? : 1- • •-I' • ' • 1 __ . - - :. I :- . •. . . .1—. • J._—_.Z...... !.' . , - i. •_ • : ' F - • _ . . . 1 :. ; i :.• • • . . ! .,-. ..... -;,.....-__- ••,.*ser..-...,,JEretrfeni N64:::, . - i--- - 1-"" : - '-' • . i i , r • 1 : r : . • ! • --1- . -e- , 1" , __. --i__-_-_-1 4 : . . , ! . . 1 • . . . - . - • •-, i- : " - ' _i__ 1. • • -, . .1..• • 5 .4--- '''4* . z . i , a 4 • . , , •: . : :•• • . . .). "'....":"..".. •. . -..- -. -:- - - -I: --''' -'-'l• -•'.- 3t.tiq# . • :.____; : -:- — • 4 -1 - - i i- i - i ,:- 1 - , . . ..: : 1 , 1 . :• s .- :_._ —. . - • .• E.- fi---- -y - • , , : i i ! :, E - .. ... ... . :_ ., , .; .,___ _______ ', - . • ... . . . . . ; .. . ; ; • - ; . • .! . I • . • -• - • -.1 1 -i •i . • . i .. i . ; 1 4 . . I : ; 1 I . i • 1 I i: ; 1 . - ; - •, : _ :- g i i s : . . 1 I : . • ' . •i • • : .. -,- - -,.-- ' -••• ; ... .. i. . . .. .l• ' f . ; ;• ..,. : 1 . : .. • _______ ; i _ ' :_____: :. i • (.! .! ..: ' 4. . 2-72-4-11"-_NO1).___... ir __Ii... • - • . 1----r- : -; 1--- - •-,--- ,-- -t - : : , . ! -4,9 Zb Ili- A i : . , . . .1 4 I . • • i i• •-ti- -• ? i --.L.--....._..- .....-.1........230.(4-..-,-----i--.-----.-- .., --- ..-1-- !-- - - L :. • • . 1 ; -----;•••-•.i...•-•-•.-----i-•-•-•-;-_--:-.--i..-.....•.1,_-__2_,...,..,;_,...,_.,.__Ii.„„,_..i_.__L_____; ___. i • ! ; ! , , ,i ; € : -7-1--, ---7----1----r : ----r"----•—1-- 4 I , ; , : i , : • i 1 I 1 I . . ! : i :.• 4 ; 4 . ; . • PROJ: ! DATE: — _ EracR: DMH 17W. . •-•.E; .';: .iL: C ... ..: .. ._... . .... - '"`711.,._... _01‘,..' ...c T. ... - -- - - - - - F f .-171.-3:2---#---1----- -----•---- -- — --.-...—_—a._ _ .— =---- - — — --- —— - - 1 s ..�_ —.c. E i { ! • 7 1 • '—i— '—'•' • i i C e i y^. 1 — — —--- — 1 g e f € • 1 i f I ; i $ 4 I • I f : f • i qq f Y -_ 4. { 1 x r.. 3_ PROJ: . - - • . . - - - - • .• . .. • . . . . - • .• • . DATE1/ • . . . .1 : . . : A ..,...ei ' ' ,. * •: *... .: ... . • . . . , •?• • PROJ#: .. ST Ft U:CTURA.L. --. • ..r,_ .. ._ . E PIA G 1 giN,1 E .E il• 1:V ' •••,:1:77L to ENGR: .... .. . • DMH .• - . .. . • 7 . . : : . . . , * c f I .. ' ' 1.-ig•Aft-!1.44-0—5-: , , . : • 1 . , i ..... : , . • . i : i 5-.____•; ....., ...._. 4, . : 1 , ., . _. • ; : _.00 • .. : . ..,..., ...k . : I : : i i i• . : .If ..E.Xiffil ._ : : FT24:1P4A 4.$ I I : --I- - - :•••-•••• -•• • -7 ..- • : - t --•-• - ` E-' .•-•I ''' . .: : . --;•—: •• . . I ' ; ; . : : : : ,. ' • ' : -•--r t !- .- ; t - : ---i . , . . -: ---i• - • f. i :. ; i 1 • . : - : ; :• i t ;.• t 1 i ; : : t . . i, . . • • i . . . . . ; 1 ! _ _.. , ; ; . • - • ; • . • : i . . . , __ k ._ _11.4.74...4.. I i ........1. ...: .... ___ .... ........... . , . . . . . f i , 7_,•_ _ . , • . i : • • • i ::: 1 , . . , .(..4___-- Lekt)it,g7t.p.witi41E.t 1.. ..• • F -1.-• I-- 0,----- -• , • i _ _ ..... ____. _--a- 1 • ' i . i • '• -, : • .. : !: ___ 1 : 1-• : ; • ''.: I ._ .:..._t_ I. i• ; I i : 1 fjqii I i 6?it :.• : I • : • i --- . t: .. . . . .,. . i I t .•• : . . v -.---:.. `. • . • i" 1..: , i , i I : r . : . ! g, ; 1 . : 1 "- .."•' -• , ..., :• i -- ' • l• • j - • . - . 1 : : ' • i i : i r . ,. , ,-, ! ' I ' i ! . * • !. i- - • ! 1 - i ...i.... _Z.._ i ,.... ..j.. ....... I , t t , i : • , : • , . I 4 --t::--- 1------F- i----- • • I . 1 I . , t 4 i i . ! E ! : ; ' • - ' : i; Illk . . . PROJ: ' • i DATE: i • •• .. I* -•.: * • • i. . . ;..:..,. . . . . . . . .. . . . • ..._ .•....• . I •r.:.:1 . _ .. ._ • T . : • . . [ ... ... . . . ,,- ... . . . • _.:....: ... .. : ... ..i,.:: .., PROJ#: _ : . . ki -- - - --,-- S TR U.Cir•101 R AL .a----..•' .p.'- ....... • T . . . ....-.,,,;-........-. ., •:, i ENGR: DMH INJ G I k E•E R 1:.rg:0--i:---1- L • • . . . . .•. . . . : . . . • ! , : .• . . . , . . • • .• , • - - • ; , • • • • ; : • - • . .,_ ; --4- ! ; ! -•:• 1 ' 'r• -r—'7''-'T--t—l—t---..•"--r" 1 : 'i. j.5. T.41-01* ' 1:)' I A? ilk ;C:i 514C9401: t")4i'L ! Ar .iF4047.-- . • i , . . (p1 . , . . Gb __..) ; 1 . • I i i . • • * . t 1 : : : ! ! • . . : : ' • ; I • • . • • • . • ' : • : . . . - . f i . . i - I • 1 . . . . . . : . . • . : . .• • . . • . : . 1 - .• : i ! •i ._.__i._..____._......____.L...._. __ -_ _______L.....„i • ---.' : * I •HOlio -- gi rgti--.-b44.4kL- : I i I ; i ' i ; 1; , • . i . -.4 : i:A/ ; 64W: Oa Vt•Ael)I 1)14-pgz44frif -7-cirrgei-4,3 tF 41C 2.,.61 F • i I ! : pl.,0-5g.., 44b , To , 4Joi C, e3 - i • • .. : . E :' --"-• : ! .• i .• : . , ! : •. • • . : i ! V — l• . ....) . • — ,,ge-- 1 /ft" i• z g g. • g . g g g . • i I ---7— —r"".1--...i—t—±, I . , . .• . i ; . i i i- : i -•t : --4- I. I : • .• • : ' !.. ..: .1'r. -'. _; (11-14t '›12-..._3_ 3._ . • 1 • : ; ; ia4 i-SSPILI' Si'it;:AZJET 4,.0C-. . ' 05/_, Vci" ,Suil)F-S,0.0,-.34...1.0cl_..,,'.....61.0,44Sit... ...',____L__.1,..,_i_. ,..........._,Z._____ • ! i : . • .:. . ; , : .• • . .• . - • . . t ' 1 • 1 -...... ... : I •7-09/1.- 1 tod-p : oAl MArtf—S :-- V - Z.36'7-4- -f•-• zr-4- 401--.--- ,5'-2// 4 , - . . • • • . , : 1 . . . . . . . . , . . . . : . .1,.p 7- gC.--(7,,j'Et.O 1-Lja S>pv,t-ticH : V : . ' 442' ._•hr N14/61-, '..4114.44. . .12-1›... .-.-1Cr ?-4!PTIP. Eintai.---.r.:../Zr(.e.el4,-.-.... __I___-- ...2°..,..1---at.._.... - : -- -•-••-• , . : i '° ': i C 0 1-14 rl 0 Shc,41‘......‘44-a--.5 ' .• . ; ! • • ,. : •-•i --:- f. -- i . • ; • ; -. 1 , i : • . • • • 1 . i • • . -. , i . I . : . . •. • ! : 1 , . 4 ! . • , ; • , I...) i . ,: i ! . , , • ! ; ' : :s 7. , ! . , • ,i„,,,- _ ._ , ; E ' : - L.- '..--...i.... 4..-.,..-..-- ..- ....--;.......L.--L... .,....- L.,..-........-i......L.-1.-eftYgow-101-2D-4--4..-...1.. ---i---1----r—i---.L.--- ! II I i ! . . . i . : . .• . • 4 ; :S-CtfOif . ; ' ..J r• -'-....1-------......•-----...-•i------; ----7.—; 1, 1 : ,., .1 6 2. •-)A.-- 4.. 51..ao,41- 1 -4+ i .3)4 VA-kap' (JO/!gird 1414- 5'.'d•C) .-- -• --St' --i-••-•1-l-15c4-.--... ---+.-----,-'-' :' : - . : • ...... 774, . , : 4 . ! ! I . ; . ----- ; , t 1 . - . • . • j : - .. . . : . : • ; . 1 . . • 1 - • . .• •,. 4 i . . : . .• • i . . : . i . -E- ..!---4--• -I- t : - ; . . • : I : I : : ! ' : • 1 i --! . _ ; •-4- : ; . ' . . . 1 . . . . • . ' . .- • . ' • : . i • . : : ! 1 1 i ! . . . : - , • : • . • • : i. - • • .• . . : • . ' .. . . PROJ: . . . - • .- - • , . . • •-• - - • ••-•••• - • • . . • • - • - • . . i . . - .• - . . . . • •• ..... . ' . •. • • • • I - • DATE: . ••• . .1V....... ....;..d.... .:11 .. •:. . ...7.....1...-11,.......i.-:::::...T...... .. .•• :.:*'..i. I.."' - :.;, PROJ tt. 14\111.411!tws',J • • . STRUCTURAL --i ENGR: DMH . . ... • E•N %..7zNEERI .P.41.M , LLC • "• • •• :•• : , i . . , • - : , -•--I 1 • ; i : ! : , . ; ; • . i ; . A... ‘ 4 • .1 " . SISeit/trri.ri, 6 4-4A C C4'jj14'*..t."- . 1 1 F.i •:-- /5711/4,2(. - 1-:- . -1-!z. i.f.6 ii. ',!' ! , . - • ..........n i . : . • ili..0 : 1 : : . ; : • • . : . . • . . i . . ;.• ; :: : -i-- • - , •• . R.-i• .----->. .' . , . A . (I , : • 1 : ... . i I i ! tiLdi : .1.• • • i . 5 i - • i 71 : I ' ( 7' .4'7:7'7" ;2010 0, r--lt2._ '. -.-I.'•• r- ; - .. • • t 1 I ! i 1 1 i ! 1 i .. ....__..._ .., • - . ' -f I - 1 . • . . ..._. ; .• 3 ,..';0 Pri...4..'"* It A r-C. VI 4-?.0.-e-AGJek D!;E<1..6,11_ , , . . i PP24 t.C- 1v‘l>..1 if,..-f..q..C.v.i • - -6vID.O.• .21,-0-. ---- ! • -.4 -±9.. --1-FI •: - 14_ ;.+VI4A-1.4.1.. -4 1 e_icz -. - • _ -2 . - 1 . . , : , „••__ - ___i : ..; : • -, : . „ . : • C , • F. . 1 : 1 • ' • . ; . .. ! ; • ; : . : . ...eli - i ! PI ---•'! 1 VI ,4 ,..24.1..6,_I .:.- ;.3 d 6 f- I. . . : ...._. : ' • • -••• - ! : : , . , .• • 3 I. z i 3 . i , , . ; . 1 , i i ' 75 KAIAK ': LI"eq. 1 A".."' g .• ; 1_ ••••,:___•_•:;•• ••••;• • ••:': _ •• _• _ • •••••::' i • . , . . • : E . .• ik : ! l , „.....i ''bg,, -0, ii.0 1 )43..$114.P_—_..t..._ L... ,____-__•••••• I , , . - • • \1 1j74- -7-.Iii:.I:' :.-- iP . I . ! I , i : ! : ; ; ; I , • :.. .• ; - i .... : - , ..___._____ --.•......_. . . . 1 4 ; .• 3 : . i i . .. i . i• i ! 1 ! i i . . i • ... . : ' i ',.'" ; 1 .__ . • • ''-'- "•'"" - -, . - : . : : I •i ; . I ; • ••; ; i- i -1 I 1 : i i .--- . • I I t 1 .i -i r : I • 1 ; • i .• ; •i : • : ! i : . • • ' i . . i : • c . i = i . • • PROJ: • " . . . . . . 1 :.. . . . . • • . . . . ... : ' - i DATE: I .. PROJ#: — 1 0 A;j-'.- -0.•.. . : -. • .... ....• . It . ..•• . — S TR U tt ij"RA':.:IL." - _,!,,,, - ._ . ENGR: • .• . . 1 i I . : . . . .• .• . :. : 1 I ; : -1(12-1141:41--F:4- :C0*- 1 Lotcr12:4- 4:Ati Lr...:41ZQjoeu : LI ki C.-2,1___TO__1.40,,,X __t • : . . : : :.. I I :- ; - : ----.4r_ _i 6iffllet, ,zveL4 : __: : i : ! Et il - : . : . • - -- .• ! ; ; I i 1 '2.-1 ...• ri. : . • I i : • • i ; : ! "" -tsrfo 1 . i . . : : z : ! 4--- : --I-- • -, ' -,,,--.- : I I • i : ; i • I : : : ; • I . i -.- . — : .1.-., ;- -..,. i... .._ , . + .....T___ .-___ ____ ._____!_..__ ..1... . i .• g ! i ' .• i : . : t .• . ... . ; . : 1.0..... 0.4:t.s. ..........1....._..... ..i.t.,:./• 1,. •; : . : . r.;;.._.._•t........j... . `___J.._—_—____1,2,._._..11-t:......4,_.___...N.C".' AJA..p..); --""' Z-3i S ...4 1 : a : I i ...i- .I..- 7.---r, I- - , . , .., ...:__....vse_____.go. 421.-_,'...../"....1.34RAIICk_ :_i_VI___7!......_111.4,1._...104.M.A.C414 1 i . _:_--i-----i- --f---t•--14 1 —1- • -1----t*--71- •'---1------- ! i i - - • :: - •.. ---1- ! A iC- lk. -70 2A. w - NJ w/ !M t&i i IVALc...._i_.eix.t.__eit__X.itsx_..Edit.W. . IP) • i ::: i I . • • : • : : F ; .. / . ; : , : wi r.0-'• 4.----:• I-••;.•;"--1 Aer--: — 1 ( #. . . .... ,, : .._... df...JkL.vt fp ,z?._s---44iii....: ---, ,. ;q.--. .s, ,h2 1 ---4> ! 5060 )., -,e- ., ................„ i •i r-------“" • ' ÷-• : : : ":" ' • I ' 1• -t -1-- —1---t --I- .. /-.7 • • - & f- '6.5,. - . ' (3.1 f(.4 e• ...H Co" (cti, c2,—.1 ; i s • .• . : i ; ; • . I • i r : ;"... .....4.- . t .. 122,:i. 1 6.-1-e -t4ktirj-i- 0,47. .. .1zpi- -Te3S24 1-110„A.C;c5 TD ! Ag - oliz :( 1..6.-.!7:947.-........._..i.___..... . . , c :15140*-i- 4k49, • .• i - i .. i . I 2 .• •• i • - - • ........,...L...... 11r4.t....J.. .7.41,.....i..0t-_........:.._....51e1. 64., .i+1 4..1' :445 5tt- . • I ,- -..— ' - . 4,c2r0F...--i----,'-----2----- i : 1 • • .• I . ! .• .4 i -11......._ : .q.......'. I.Ii 44l.i 8c?.5t71•i.•14lf":1C,AFr6_.411-47: W.Cr.ea_rr_:r• ,,.,.,...„..ri„ , „.,,,2,,_,,,,,,•: .,i•er.:..1.,,,..01.,I .._.....,.:,• - 1 . i • - : : • , ' ; . ! i : 1 • i t P. ! i . : . ; • 1 ; ! • . .• • , . : . . : . I 1 . . . . • • • ; 1 1 . .• 1 . .• ! 1 : • : : i i t. ; :.• i , -:- . • i i ; • . I • . 2 • . • . : : . J • • i • . .• i . i .• . . • • - " PROJ: DATE: lo.•f2 PROJ#: ':11 tkP — STRUCTURAL --! ENGR: DMH E r-4 E R N LL ( 62• • 7Pore;k, v 21/2-14;11/e1A-g— , t,-A 112- 6 VT,',W4ct (;) iCoS NAILS- 4C-P 249 C2.\\I 5iJ 7,01 (7.4(Pft 17-41/ x-Et cv-- Tr= /03p 4f4 riS /1pi > u v5.;,),4 C 2 6..// 41% 6co rtkILE 6:41)kci 8'457 > Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Rear wail of bedrooms 2/3 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate Table 4.3.3.5(American Wood Council SOPWS) spacing(8d common or)alvanized box nails) Ca Lateral Force .808--# Seismic Wind %full-height sheathing ha h/2_. ...�2h/3 5h/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 H/W Wall Segment ratio: ._.� _..._ ..._._._._.._._......._..0..7.1.._._____..___ _ ._....-_38_..._ '„.,x `3,6";:1 Bin. 2401Nfl Bin. 335 fNfl 20% 1.00 0.71 058 0.45 0.38 4 In. _......._240#_....-_.._._......,.........._..I.._.._..-.._3359_...____^• .___..., .__._._...........0._.._.__ Maximum Allowable Shear per sheathed face: w;a 121*#/ft In. 350#M 4 In. 490 Mt 30% 1.00�' 0.74 0.59 0.49_,.__0:42 .,.�....._....__._....,._.._.....__...__.,..-.._......_.___.._......-......- ...._...._,._....�..� Faces of wall with APA-Rated sheathing: 1 3 in. 450 ft/ft 3 In. 630#M 40% 1.00 0.77 0.83 0.53 0.45 2 m. 385#/il2 In., 8281rn So% -i:33-- 0.80 -UT- -IP o:so Verify: Sheathed both faces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.56 1)Full-width segment without opening at each end of shear wall? ,F,,,451 ,:1:1(., 6 in. 480#/ft 6 In. 870#/ft 70% 1.00 0.87 0,77 0.69 0.63 2)H/W Ratio of all segments within limitations? ..._ 4,in._.._ 700#/ft 4 In. 980 9/ft 80% 1.00 0.91 0,83 0.77 0.71-- 3)Top and bottom of entire wall have uniform elevations? Y, 7 In. 900 9/il 7 In. 1280#/ft _�- 9g% 1.00 0.95 0.'31 0.87 -79,8-3-- 4)Lateral force does not exceed maximum allowable sheer? K 2'in. 1170#Ift 2 In. 1840#I'ft 100% 1.00 1.00 1.00 1.00 1.06- 5)Wall height Is less than or equal to 20 feet ...... sit.s a, Overall Wall Height •-B:.ft `"'- --.-CNIMAoL'VMS-WetN* - #' Maximum Opening Clear Height 3.75 ft Overall Wall Width _....22ft H/W Ratio �. --- Wall Segment#1 Length '.3=ft87., OK "" a'.0 H'.'=- � ' Wall Segment#2 Length '-:-3:11 2.67'= OK I Wall Segment#3 Length ,i':5.87:ft = 1 41 OK .eawr+ra.. "ENT a aelneadow.,r Wall Segment#4 Length fl N/A OK �t Well Segment#5 Length :it N/A OK z ; Wall Segment#6 Length ',It :-.,...t0.1 OK , ,_„"s„_ � ,,, EL, .n..,Fito ft Floor&Roof Dead Load: 45,0/ft Self Weight Dead Load: PRREIX01#/fl '...\:. ....2 OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V. .00EL, Anchor Sorts/Narls Required %full-height sheathing ''-?z53% Minimum sill plate thickness: Q opening ratio: 4.7} 1/2"dia.Anchor bolt capacity 1040 8a. f 7"\\‘: Ca t t18 5/8"dia.Anchor bolt capacity: -1489 8 ", $ q(Service level unit shear): 691t/ft lad common nail capacity: Eit 22+. € ':k' q'(=q/Ca) 87'x#/fl Total no.of 1/2"dia.Anchor bolts required: u e - �( For Designs Governed by Wind Total no.of 5/8"dia.Anchor bogs required: 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: At Panel Edges: „ 6`f OkrCY 1/2"dia.Anchor bolt spacing: z 264 O�1 Intermediate Framing Members: 12.a D.C. . 5/6"dia.Anchor bolt spacing: 284.1.4' Cr x urcwnrnurovexaxr+ uPurnoonmacasiae ,wvgy� Wall Sheathing On: ONE GE„«°„l„� 16d common nail spacing: .,;�.1,/O, :IA.,; p voece ra+c*. for Deslans Governed by Seismic Gross uplift force at ends of perforated shear wall: 6928 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: om^ :tg A6 Panel Edges: SEE ABOVE: O D Intermediate Framing Members: {2 04: Hold-down required at ends on new foundation: Simpson HDUZ•SD62 5 wt)S8TB24 .H...0,_-.1R-401.4.0, Wall Sheathing On: ONE FACE, _ _ Hold-down required at ends on existing foundation:2/6-inch threaded rotl arnbedt(ed 10 molten'w) � , Floor-to-Floor strap required at ends: :Simpson CS22 with 7 Infdli,4 d,length F, s;t'1.,„.?", ,rs, ;lii "Note:For walls sheathed on both faces with edge nail spacing less than Number of 204'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 wall ,.. .2... I 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 Table 4.3.3.b(American Wood Council SUPWS) spacing(8d common or 7alvanized box nails) Co Lateral Force 2700.# Seismic Wind %full-helghtsheathin� h/3 h/2 2h/3 5h/13 h ._.,,.., .,, .... ._ ......,,,...,...,...._.,.,.,,,._..._..._....._.53-.._._.,0.4 ........,0.38..._ Wind Force(1)or Seismic Force(2): 1- Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0.43 0.38 Maximum HNV Wall Segment ratio: 3.5;:1 8 in. 240#/fl 8 In. 335#ill 20% 1.00 0.71 0.50 0.45 ..................In ._..._......490 /ft ._.._,___,_.,...,__,.__.... 0_......_........._....._0.7..._.,T..__.....,......_......___.0.4 .�...._9.1R...._42 Maximum Allowable Shear per sheathed face: ,.-�'1218':#/ft 4 In. 350#Ift 4 in. 490#Ift 30% 1.00 0.74 0.59 0.49 0.42 ............. 4�_._....,....,.._..,.._..._.... _._.._, _,__.__..._..._......... __..____._.._.._....._.._.._.._ ....._.__._........._....._.._._.0..._..._....__.._...,._._08.�._.._,....05._...............045...... Faces of wall with APA-Rated sheathing: - 1-. 3 In. 450 INR ,3 In. 630#M 40% 1.00 0.77 0.83 0.53 0.45 ...............................2 M........._..._.585lift..,.„............._... 2.(n_ '._620 p/R__.........,.. 50%.._..._._,_._-1.00_.._...._....._..,.....0.80......._.___....,..0.87 .........0.57 _._..._0.50..._ Verify: ._____,___,_.._........,..__....`1...__._......._....__......_0.83 ...8__.....�.__.._,....7_m.._.......08._ ._._....05__,_ Sheathed both feces Sheathed both faces 60% 1.00 0;83 0.71 0.83 0.58 ...,.., _..1.0_.....__........_..__. ....,...77,,.....,... ...._....._ ._.. 1)Full-width segment without opening at each end of shear wall? - Y: B In. 480#/ft 6 In. 870#/ft 70% 7.00 0.87 0.77 0.69 0.63 ....................4 in....._........0__.................,.........,... ..,...._.,..._0.._.............. ,......,.,..._.,,.....,.,,.....,..,..v...._._._.-___..._......._...,..._.9.1._.,_____...._..083_,........07 2)HIW Ratio of all segments within limitations? ' Y'. 4 in. 700#%fi 4 In. 980#/R 80% 1.00 0.91 0.83 0.77 0.71 ......................3..__..._........90._............__.............._,..,.......3 n ,....-...1.._._61.._................. .......,._._......, 090.91 ___.0..8............_.0.._3...._ 3)Top and bosom of entire wall have uniform elevations? Y 3 in. 900 MI 3 in. 1280#Ift 90% 1.00 0.95 0.91 0.87 0.83 4)Lateraltome does not exceed maximum allowable shear? '-. YI 2 In 1170 6/1l 2 In. 7040#in� � 100% 1.00� 1,00",.._.__._. _1.00 1.001.00 5)5)Wall height is less than or equal to 20 feet V Overall Wall Height :8 ft 7S.-, _.._.._._.._...-4wnur.w.*u.MOM, ;r Maximum Opening Clear Height `-3.75 ft Overall Wall Waith 32.87 ft H/W Ratio Wall Segment#1 Length 6.5 ft 1,23 OK 4W... .. -... `W..."µ-µ"`` ��`�--_.��--...___.._.w, Well Segment#2 Length 21 ft 0.38 OK Well Segment#3 Length ft N/A OK awouewra,2,aTG. Wall Segment#4 Length ft N/A OK " NP �,F`I!r"+'"u+^"east'x ""'" 4iAmTa Wall Segment#5 Length ft NIA OK IE Wall Segment#8 Length .ft N/A OK ,..: . ,..YNem :<. { EL, "27.5;ft - ,fig+ ! F Floor B Roof Dead Load: 30'#/ft i \ t i { Self Weight Dead Load: g.-,1201#/ft \ OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V vCoEL, Anchor Botts/Nails Renulretl @g %full-height sheathing 84%: Minimum sill plate thickness: ,.:2 x B i ,2,,,\./on opening ratio: 4Tft' i oreawo [ P 9 }6 1/2"ilia.Anchor bolt capacity: ;1040 , Ce 0,9L 5/8"dia.Anchor bolt capacity: 1488# j q(Service level unit shear): 99#Ift 18d common nail capacity: 226,#, q'(=q/Co) ibrl#/ft / - t I i Total no,of 1/2"die-Anchor bolts required: '3;; - 7 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 2 7/16"APA-Rated Sheathing wfth Bd common or galvanized box nails at: e i f All Panel Edges: 8 O C 1/2"dia.Anchor bolt spacing: 72 t O C 4 Intermediate Framing Members: Gro"dia.Anchor bolt spacing: 72"0,0," tori. un IM:raxmasawaef Wall Sheathing On: ANE PAGE, 16d common nail spacing: 26 0,0. { r� FCRIA it =r For Designs Governed by Seismic Gross uplift force at ends of perforated sheer wall: 865:# 7/18"APA-Rated Sheathing with ed common or galvanized box nails at: Net uplift force at ends of perforated shear wall: -710,6 All Panel Edges: SEE-ABOVE"O.C. Note.negative number signifies no hold-down required Intermediate Framing Members: G;C Hold-down required at ends on new foundation: Simpson:.HDU2-61DS2,5vr/SSTB24 Wall Sheathing On: ZONE•PAGg`''',,; ,.h Hold-down required at ends on existing foundation: 5/8-Inch threaded rod embedded 10 Inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends: Simpson CS22 wfth 7-Inch end length 'Note:For walls sheathed on both faces with edge nail spacing less then Number of 2x4's required at each end of well: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x8's required at each end of wall: :1 Perforated Shear Wall Job: Plan 80(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 2 7/18"Panel w/Edge Fastener Spacing as noted with 12"intermediate I able 4.3.3.5(American Wood Council SUPWS) spacing(8d common or galvanized box nails) Co Lateral Force 270.61# Seismic Wind .%full-height sheathing h/3 h/2 2h13 5h/6 h ..,.,....,......,...m0 ..,._................ _,....,..0.43..,..._",00.00._.,. VVfnd Force(1)or Seismic Force(2): '1? Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0,43 0.38 41,,u.„,„oil r .._____.._ _._......_._ __ ...._.___.._.0....._..---_._...___..__...,......_._5 _-..._._.,__ Maximum H/W Well Segment ratio: wag-Nom 6 in. 240*ft 8 In, 335 Oat 20% Lou- 0.71 0.58 0,45 0.38 Maximum Allowable Shear per sheathed face: �; r�,��#M •4 In, 350*ft mm 4InT -mm 490 Mitt•_,•y 30% 1.00 0.74 0.58 0.48 0.42 ..__ .-_.--Tifi..,._...,....._._..,_._0 .._"""__.__.__.77_._._.-_....08.3,.._.__..0_53........_....0.._5__. Faces of wall with APA-Rated sheathing: `f;'; 3 In � 450 Mt 3 In 630#/R 40% 1,00 0.77 0.83 0.53 0.45 0505 0005 ._5050.._. ,_,..._.... ...,._.__,.,_.Y. 2 in. �"'8'95�i6111�'��� 21n. 820 tuft �- 50% i.6o-"d.e6 a6'�'"""'"o.3�i'"""'"""Ssd-""' .__._......_. _•.,,._.. - 0,000-,,..,.,�_,"_ 311--,._..,......,.....,. Vedty: Sheathed both faces _Sheathed both faces �• 60% 1.00 • 0,83 0,71 0.83 0.58 000,0.,._..__.0 ------------......----- 1) .. _....0.7,..,.,.,5,00 _..,...,...,0.6,3_., 1)Full-width segment without opening at each end of shear wall? � 1': 6 In. 480 MHt 8 In. 670#/R mm 70% 1.00 0.87 0.77 0.69 0.83 2)H/W Ratio of all segments within limitations? .-_......_._..,,.,.in _,_....700*_.._......_ in..._,,.........980..,..».........._ _ _....,........ .,._...................._.,7,...... 4 In, 700#/5 4 In. 860#/5 80% 1.00 0.91 0.83 0.77 0.71 050,0..-.._._.., 900 6/fl......._._._,,,,....._.._In..._,_._,..60_._,.._.,....... ..,_.,........,.,_._..,_..._.,._.._._,,._M...,,.,...0._......,....._,.0.,,_...._ 3)Top and bottom of entire wall have uniform elevations? T, 3 In. #/fl 3 In. 1260 M/II 90% 1.00 0.95 0,91 0.67 0.63 4)Lateral force does not exceed maximum allowable shear? -•-•----_ ..___......_. __..._64 _____..._.. � 2 In. 1170#M 2 in. 1840#!R 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet Alain04174 Overall Wag Height 8 R E -'"'""" °T Maximum Opening Clear Height 3.75;5 Overall Wag Width REEAS ft MI/NJ Ratio Wag Segment#1 Length 19 0 r: 942 OK •` I -` "4"`3,y Wail Segment#2 Length 6 75 ft A 1 19 O)C ,�. AY, g :;,.gr.-. -3•e Well Segment#3 Length 11 N/A OKasaalwra,a,xxc. Wali Segment#4 Length :R N/A OKg. ''Arita 4#1 .�---ara#xara BFAWttooun"'r Wali Segment#5 Length 5 N/A , OK Z � i:4,,,,,,„%;-; reugaigi Wall Segment#6 Length -ft >z N/A„ OK �"g �''" 'r ELI ft I*V ,,0000. .a Floor 8 Roof Dead Load: 3g°A41t Self Weight Dead Load: gfrAig.Mt OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V vCoLL, Anchor BoltsMalls Required %full-height sheathing 'x41% Minimum sig plate thickness: 40 9 tf/'°�*` .! opening ratio: i xvj51 1/2"dia.Anchor bolt capacity: 'I040,)kI! /Ian\ Co iiit a 6% 5/8"dia.Anchor bob capacity: Val q(Service level unit shear) 105;#/5 16d common nail capacity: l,26' »" q'(=q/Co) °" 1 9/R Total no.of 1/2"die.Anchor bolts required: px For Deslans Governed by Wind Total no.of 5/8"dia.Anchor bogs required: di")°s;3 7A8"APA-Rated Sheathing with 8d common or galvanized box nails at: i All Panel Edges: a , . 0 .x: 112"dia.Anchor bolt spacing: c H-72'SOC '" Intermediate Framing Members: "� , ",G 616"dia.Anchor bolt spacing: 7i : . unarrmauvwrxwsav rxu� Wall Sheathing On: Of -PACE ',,,, _ 16d common nail spacing: • 4"' _„,, . foay"e for Deslans Governed by Seismic Gross uplift force at ends of perforated shear wall: s,'685.A6 7/1 B"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall ,;y„*-840-#,,,, All Panel Edges: SEP ABOVE O C Note:negative number signifies no hold-down required Intermediate Framing Members: :12 O C Hold-down required at ends on new foundation: .SlmmppssnaHDU2 SD82 5 wl BSTB24 8rp' ,d to g Wall Sheathing On: ONE PACE,•.____- Hold-down required at ends on existing foundation: 6/8''inllh<threaded food embeddet41 wean HDUB 5052.5 ; Floor-to-Floor strap required at ends: Sl)ifligiAC/822 Wills 7"inoryy 1854... „)_ £,..', ,,,,, 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of well ,1 8"OC,edge framing members shall be 3x or(2)2x nominal "Number of 256's required at each end of wall .,i,',".....',K Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 2 Lateral Force 1580# 1 e'Ata><t,YYI.a7r&w Number of Panels in Shear Wall Line 1 stistimn04000 r. - o - -- -- 'c Wind Force(1)or Seismic Force(2): 1 rr� ,/,040,://:004.�4r rr Maximum H/W Pier ratio: 315:1 Sos 0.733' sHSAfris REoa s+>u aY oEa vN �� // � 'i Overall Wall Height 9.5 ft %j��r . ^ Minimum Allowable Panel Width '2.7142881 ft i� � r Total Panel width In Shear Wall Line 9.5 ft rrrr Aspect Ratio OK? YBS r r Uniform Wall Self Weight 142:5'#/ft il usm panelMt talhear 166' Total Length of Shear Wall Line 9.50 ft Required bottom plate size: ;; 2x Bottom Plate HOLO.00WN STRAP REQUAREO Required sheathing 7118-ingt Al?A-Rated W/8d ID 8&12 ay melon OF APPLICABLE) 'Iii Panel 1 Width 9.50 ft :j 'Ill Panel 1 Roof&Floor Dead Load 0#/ftit tc M. 15010 54 Mr 337 54 .. Tension force: 1545# Add Tension force from panel directly above: 0# 11 Total tension force: 1545# i t 4F - ANCflORANQ HOLDOOVtpi REQUIRED BY DSatO! 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.18d nail spacing required at bottom plate: Plate too thick for 18d nails"OC Simpson A35 or LTP4 maximum spacing: 48"OC Maximum tension force: 1545# Hold-down required at ends of segmental wall(new foundation): Simpsdi,(HDU2-SDS2 5 w/SS2624 Hold-down required at ends of segmental wall(existing foundation): 5/8-inctt threaded rod embedded 10 inches w/Simpson 14 U5SDS2..5 Floor-to-Floor strap required at ends of segmental wall(If applicable) Simpson CS16 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•# f FMK MUM* Number of Panels in Shear Wall Line 1 astat8CevoN0 Wind Force(1)or Seismic Force(2): 1 Et'� ., A� r '• • r 1 e Maximum H/W Pier ratio: .i6:1 /r rr r + r ri arianxr aril Rt�t11Re1)BY F Ea16N < /.r/i/�/�/�A r r re Sos 11'763 :i, A J 1 I.'/ t° Overall Wall Height 9.5 ft 4, r r / !/ Minimum Allowable Panel Width "2 714266'ft ,t ! , Total Panel Width in Shear Wall Line 9.5 ft J� r Aspect Ratio OK? YES ar i Uniform Wall Self Weight 142.5:#!ft V 0 Panel Shear -'}'342.#/ft Plus shear from panel above 0#ttt Total Panel Shear ,3d2#!ft J Total Length of Shear Well Line 9.50 ft Required bottom plate size '2x 0olWm Plata: trot a.no';vN map RE xeRSa �� Required sheathing: '`; „ZWi In davF €A4000Sdn0,S3i2�: BYDESKINBFMAL!CABLE) Panel 1 Width 9.50:ft Panel 1 Roof&Floor Dead Load M, ,3O 5.6 ft# 11r MAi .s'a M, MEthilOVift4 Tension force: inail381i4i# Add Tension force from panel directly above: iiiiliiiiiiiiiiiiiiiii 0:# /11.111 g Total tension force: 3214!# it i -_..... .... ,stioICAANO1IO D,DO N REQUIRED Br DESIGN reit iftaiiii Max 1/2"die.Anchor Bolts Spacing Required(If at foundation): 36"OC Max 5/8"die.Anchor Bolts Spacing Required(if at foundation): 52"OC Max.16d nail spacing required at bottom plate: Plate too thick for 164 nails"OC 04 Simpson A35 or LTP4 maximum spacing: 24"OC V v Maximum tension force: 3214# 3 Hold-down required at ends of segmental wall(new foundation): i:4):100.110,,,-, US-0D02,5w,OSTB2 MT:a .; menvl Hold-down required at ends of segmental wall(existing foundation): igrorgOali 518Inciri'h,reardad.; em`bactded"1Inches 0WIIStmpsonHDUfi(S; c - x e , Floor-to-Floor strap required at ends of segmental wall(if applicable) Slcs a sE E a tripNbf(�MS'C`X76{Wit�I•Zl�(��ti�i�l�lb!�gtYr. : Force Transfer Method Job: Plan 60A,B,D 5 8 7 8 Client: Polygon Northwest Company u — 1 Area of house: Line 5,2nd floor WIND/SEISMIC Lateral Force 2724# FORCE r Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3,5i:1 A D F Overall Wall Height 8 ft I Overall Wall Width 16 ft i 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 3 ft TRANSFER WINDOW/DOOR WINDOWIDOOR Vertical reactions at bottom corners: 1362# STRAP---w OPENING OPENING C' Shear at bottom of panel: 1,70'#/ft WIDTHS OK HEIGHTS OK H/W RATIO!OF WALL PIERS OK B&G Horizontal: v= 454.0#/ft D&E Vertical: v= 454.0#/ft Forces at points 2-6,2-7,3-6 and 3-7: 4540# Forces zero out at points 2-5&2-8: vz-s to z-s= 1513.3#/ft vza oze= 1513.3'#/ft C B H A&C Horizontal: v= 1059.3#/ft F&H Horizontal: v= 1059.3•#/ft Vertical Force @ Point 2-6: F= 605# 4 Vertical Force @ Point 3-6: F= =1665'# 4 UPLIFT/COMPRESSION UPLIFTICOMPRESSION Horizontal Force at top and bottom of windows= 4540# FORCE FORCE Strap required for horizontal force transfer: Simpson CMSTC16 D 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,in ches wt,S I mpsort 1-1DUS-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 @ 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# I r'nr+Er,nralrr.s, f Number of Panels in Shear Wall Line 1 - aCteAEM„tNmHp MRCS �� ;`. Wind Force(1)or Seismic Force(2): 1 /O_ r '7 ,Maximum H/W Pler ratio: 3 5:1 :0 f„ SOS 9 ', 0 733 &1aT111tHrt RERWwiro BY Qi291fiN 4'0 // /' Overall Wall Height 9 ft �" Minimum Allowable Panel Width 2 571429:ft i' ± �r Total Panel Width in Shear Wall Line 9 ft 1, .rte Aspect Ratio OK? '.....YES �p�% / Uniform Wall Self Weight 135-#!ft 1A/ Panel Shear 479#/ft j1 Plus shear from panel above 0#/R P� Total Panel Shear 479#/ft 00 al Total Length of Shear Wall Line 9.001,ft Required bottom plate size: 2)2t BOttanl;Plate'.. 11OLD4XYWN STRAP scovrkE0 I BY-DESIGN pF APPLICABLE) Required sheathing: TIt ,,, ?InchA(�A;Ratedwfbd; 3812 Panel 1 Width 9.00 ft T Panel 1 Roof&Floor Dead Load '.245.#18 t M. '388061 ft-# .. ..._...... ........ .... ... M, -,--,;',7855 84* - ...� ..m:: ....:: Tension force: :3461.# .,..„..- ..._. _. -��^ _...`) Add Tension force from panel directly above: 0# i) Total tension force: ,,.3461'# . 1,a ANC1it7rtAN0HQL.P{?OVYN REQUIRED BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 31"OC Max 5/8"die.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): Srrrpson H©U5.Sp525 w/SSTB24 _ Hold-down required at ends of segmental wall(existing foundation): 7/8 Inch threaded rod embedded.15 inches wl Simpson11D48 SDS3 u.,.. ., Floor-to-Floor strap required at ends of segmental wall(If applicable) Slmpeon,CNMSTC1e w)th':20 Inch end length ,, Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 1 7/18"Panel wl Edge Fastener Spacing as noted with 12"Intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nags) Ca Lateral Force 4312:# Seismic Wind %fug-height sheathing. h/3 h/2 2h/3 5h/6 h ., ... ,_........,_....,6................................3_.,....,...._,..""..,....0.3_...... Wind Force(1)or Seismic Force(2): ' 1 Edge nailing v Edge nailing v 10% 7.00 0.69 0.53 0.43 0.36 MaximumH/W Wall Segment ratio: 3.0..:12_,._..___.._,,,....1...00 7._,..._.__,......_._..5..._,,.,. 4.,_.........0._.8.._. 9 .... 6 in. 35001#ft4 n. 335#/It 20% 1,00 0.71 0.56 0.45 0.38 MaximumAllowable Shear per sheathed face: -..�...__.,...in. .._,.___.......,..., ,."...,_,___.--__._...._.................,.,......... ._..._...,,..._...................._..,._,.0........._.....,.0....._.._....,0....._._ 121(V#/ft 4 in. f#ft 4 490#Ift 30% 1.00 0.74 0.59 0.49 0.42 Facesof wall with APA-Rated sheathing: 1:.: ......-._ ._..._..__..... _.__.._.....,......._.__...in ..__._._.._._...._.__.. .._. ._._...........................,._._.._.._._..._.07..__._.....___._._.............__.__....._......_..........._.._ 9 3 m. 450 It/ft 3 In. 630#IR 40% 1.00 0.77 0,83 0.53 045 .........................2._._.. ....n...,.........__20#111,...,.,,.,, ..,..._..,.,...5...,_..__...,..,.......,,..100.....,.....,.........__,,._.8..,.....»..,_._.._.._..6."_...."......,6. ......-050..._ 2 In, 585#/R2 In. 820 OM 50% 1.00 0.80 0.87 0.5T 0.50 .._..,...._,..._._.........._...._,....._...,...,_..._..__.._..._..,_ . .,.,-___,._...,.._....7.1__._,.. ..__....,., ..__.. Verify: Sheathed both faces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.56 1)Full-width segment without opening at each end of shear well? Y. 6 In. 480#/ft 6 in. 670 f#ft 70% 1.00 0.87 0.77 O.BB 0.83 2)15W Ratio of all segments within limitations? ..'.. y; ....,....................................... ._......._.._......_,�......................,.. _.,......�... .....,....,....,..__...,..........,..,..,._1.0......,.,.,.,,,..._.._ .....___..,........,_0..,..,...._.._...,....,.. g . 4 in. 700#/R 4 In. 980#/ft 80% 1.00 0.91 0.93 0.77 0,71 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#Ifl 3 In, 1280*ft 90% 1.00 0,95 0.91 0.87 "--6:11- 4)Lateral force does not exceed maximum allowable shear? Y 2 In....'...1170 iN11 2 In. 1840 ti/ft 100% _... 1,00 41.00 " 1.00 7.00 1.00 5)Wall height is less than or equal to 20 feet Y Overall Well Height 9f ......„...,„„.,...............:.._..w.......oyrwu.L wxtmottt ..._.,.........M.,.. .........__.._.�.�,.-,..„..,....,..,, Maximum Opening Clear Height 4 R Overall Wall Width 30.5 ft HMO Ratio ,t,.........�...,....,....-..�..._.. _ .. ............_...._..m......._.._.......�... ._._____.., ...,,.,._.....,. ,. Wall Segment#1 Length 16.5 ft 0.55 OK Well Segment#2 Length 11.25 ft 0.80 OK Wall Segment#3 Length R N/A 1OK r aso r'r s.s,CV. Wall Segment#4 Length R N/A OK '� "1s°+awrcfaa.s!'( --' •'�""�+r Wali Segment#5 Length ft ;NIA OK ' I 1 Wall Segment#6 Length -rt :N/A OK ;;1 ! ---•• - - •-•••»•-•-• ^: E4 27.76`ft F.Floor 8 Roof Dead Load: 285#/R l Seg Weight Dead Load: ,:135 6/ft OK TO PROCEED WITH DESIGN '. • ate" Nominal Shear Capacity: V vCaSLi /anchor Boha/Na#s Regulred € %full-height sheathing 91% Minimum sill plate thickness: 2 x opening ratio: 44% 1/2"dia.Anchor bolt capacity: 7040# ' Co 'b 55 5/8"dia.Anchor bolt capacity: 1488# # q(Service level unit shear): 155i#/R 16d common nail capacity: 228 6 #({ q'(=q/C.) 144#/ft "' -" Total no.of 1/2"dia.Anchor bolts required: '„5: I For Designs Governed be Wind Total no.of 5/8"dia.Anchor bolts required: 3'. ddd 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: i Al Panel Edges: 6 O O 112"dla.Anchor bolt spacing: 72 O.C. '°-- 4 Intermediate Framing Members: 12,"O BIB"dia.Anchor bolt spacing: ' 72 O.C. )urfwrr wUFTECOuvnsasICR I Wall Sheathin . a.'. ,,,,,'':,, ' g On: 16d common nail spacing: .. 17 O,C ROOM canon. it For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: E.'1472# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall ,,, :-1993 a -. All Panel Edges: SEE ABOVE,"O C Note:negative number signifies no hold-down required intermediate Framing Members: 12'O C Hold-down required at ends on new foundation: Simpson HDU2-SDS2,5 w/SSTB24 •„- Wall Sheathing On: ONE FACE .,,. Hold-down required at ends on existing foundation: 5/8-Inch threaded rod embedded 10 Inches w/Simpson HDUS-SD62.5 Floor-to-Floor strap required at ends: Simpson CS22 with 7-Inch end 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: Line 2,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted wfth 12"Intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(84 common or galvanized box nails) Co Lateral Force ,2040# Seismic Wsheathing_Wind %full-height sheathh/3 h/2 2h/3 5h/6 h Wind Force(1)or Seismic Force(2): 1� Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0.430.36 Maximum H/W Wall Segment ratio: �:.***x a"z:1 6 In. 240 Mt 6 In. 335#Ift 20% 1.00 0,71 0.58 0,45 0.38 Maximum Allowable Shear per sheathed face: t o:#/11 4 in. 350*NR 4 In, 490 6/5 30% 1.00 0.74 0.59 0.49 0,42 Faces of wall with APA-Rated sheathing: """ 1;: 3 In. 450#15 3 2 III,. 630#/It 40% 1,00 0.77 0,63 0.53 0,45 In, 5#Ift 2In.58 820#/ft 50% 1.00 0.80 ._M"0.57 0.50 Verify: Sheathed both faces Sheathed both faces 60% 1,00 0.83 0.71 0.63 0.56 1)Fut-width segment without opening at each end of shear wall? ''D,Y 6 In. 480#ill 8 In. 670*Mt �_ 70% 1.00 0.87 0.77 0.69 0.63 9W 2)FRatio of all segments within limitations? ;„ , 4 in. 700#/ft 4 In, 980.#/ft 80% 1.00 0.91 _..._ 0.83 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? ,. .i 1C: 3 in, 900#/R 3 In1260#/R 90% 1;00 ,0,95_^..� 0;91....,_,.0,870,83 , .......__..__..2 in...__.m_70 /_.._.___........ f,......_....._.. _.._._.._1._0.._..__...._.. 4)Lateral force does not exceed maximum allowable shear? � y' 2 In. 1170 iNR 2 In. 1640#!ft 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet ,.,,," i- ; ,�„ Overall Wall Height 9'ft - avrrw..**wirers-- --1 - -4 Maximum Opening Clear Height '6 ft Ij Overall Wall Width 22-R H/W Ratio vs. --^• ^-^ - ^�-� -^^ Wall Segment#1 Length ft � K'- -`�''�i F , Wall Segment#2 Length giftfit- - ',.,.T ems, i'� rav,q,„ k t a l ''{(' Wall Segment#3 Length i :ft il" * r :* �s :EorFrlr r .mt i 1� Wall Segment#4 Length ft � ,,,g?... �fl Wall Segment#5 Length ft 3. Wall Segmentg #6 Length ift str'N , t/tea-, ... .�� �' '04;1 EL, 9l ft /// Floor 6 Roof Dead Load: !120' �' / Self WWeightDeod Load: WNW" #Rl ilr OK TO PROCEED WITH DESIGN rowan 7tatto Nominal Shear Capacity V vC5ELi Anchor Botts/Nabs Reaulred %full-height sheathing `i Minimum sill plate thickness: 'mat�`�"opening ratio: rx " 1/2"dia.Anchor bolt capacity: E 1,040.'` Cs ,. _7 518"dia.Anchor bolt capacity: � a#�' q(Service level unit shear): .+1#/ft 16d common nail capacity: s*„,. 20hg6",*'xr` _ q'(=q/C0) IL ..•' ; Wit Total no.of 1/2"dia,Anchor bolts required: arta ! /for Designs Governed by Wind Total no.of 5/8"dia.Anchor bogs required: ERMAj 7/16"APA-Rated Sheathing wfth 8d common or galvanized box nails at: i All Panel Edges: 5.9LR 112"dia.Anchor bolt spacing: 9# 2� 0.0'," . 4-1 Intermediate Framing Members: �.3 ,: 518"dia.Anchor bolt spacing: `a' a0 u - 164 common nell spacing: soma Well Sheathing On: L7[� �.)4Ca,Q,n>,.,.�.r' P 9� ' „����O�w4� �r,.a for Designs Governed by Seismic Grose uplift force at ends of perforated shear wall: 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wet: k 4.01,00, All Panel Edges: SEE ABOVEa,.:0"1 Intermediate Framing Members: '= r 1$"l O.C. Hold-down required at ends on new foundation: Stmpselt.HOU2-S062i8,yfl5STB24 t% * "'"' $* Wall Sheathing On: OhNE.FACE:.h.M.«. Hold-down required at ends on existing foundation: 5lfxlnoihrea'ded roAtap ed 504.wi WI Ituimpson HDU5-SDS Floor-to-Floor strap required at ends: S )ieo1j, , VA-Thr lbflli *M, '''):,V *Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 'j3 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wail: - ::2 I Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 1771# PR 'L MOM,* Number of Panels in Shear Wall Line 1 stisuxwwo r. +s Wind Force(1)or Seismic Force(2): 1 Qt �'� t� t� Maximum H/W Pier ratio: ' • _ X 1 / e t• Si, 0.733: 5HEAMINOREQUIRED ar OCRION It % i 1,i%Ai Overall Wall Height 9 ft /G%` t t � Minimum Allowable Panel Width 2;571429ift /♦�"'����`!!! i t t Total Panel Wdth in Shear Well Line 9.5 ft Jfi� i/i/ Aspect Ratio OK7Y�S0� � Uniform Well Self Weight 1;36:#/ft / ,c Panel Shear -1'86;#/11 j � Plus shear from panel above ••';''1-15f1'#/ft jt Total Panel Shear 353'#/ft ! 18 Total Length of Shear Wall Llne 9.00 ft Required bottom plate size: (212x Bottom Plate'. tiQLQ..ODwN srRu REQSRREO E Required sheathing + 7118=Inch APA•Rated w/3d a.4&:12) arDEMsR{Ir MR4�CA8LE) 11t Panel 1 Width 9.00 ft i! '4?i Panel 1 Roof&Floor Dead Load 0#/9 M. 15100ii ft-# ._........... ........ .. ............. .............._ _......................Y 2719'.ft-# .....__.....,...... Tension force: 13761# Add Tension force from panel directly above: 1545# Total tension force: 2921# 11 1li 1 1 WOMAN°HQLOOOMN REQt7MREO RY DONOR Max 1/7 dia.Anchor Bolts Spacing Required(if at foundation): 63"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): S)riipson HDU2-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/e Inch threaded rod embedded 10 Inches WI Simpson HDU5-SDS2,5 ,. Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMST01#Witth 20-Inch end length Segmental Shear Wall Job: Plan 60A,B.D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 ' PANEL WYJIA*A Lateral Force 2928.:# 31 k Number of Panels in Shear Wall Line 1: Stasiitt faro F.;" Wind Force(1)or Seismic Force(2): 1 ! �P � r� Maximum HIW Pier ratio: 3 s) 15:1 fr i i i 'e ' aW 73eted RUMPS*9Y melee 4 9 S� ai7g ft 0 0, , f' �, i! Overall Well Height '+�1� f � f Minimum Allowable Panel Wdth a5*f!ft rtfi/� Total Panel Width in Shear Wall Line 8.5:ft !tr Aspect Ratio OK? , , Uniform Well Self Weight 41 1 5#M 41111 Total Panel Shear 0#M Total Length of Shear Wall Line 900:;ft Required bottom plate size: g(2 P041foile ( fl410•001,o1 57WN RCUcpREtl ��� BY DES1Gr1Iw APPLICABLE)Required sheathing: grfig rht54.00MI t ANCO 2F Panel 1 Width En.3.01,!dtf ft Panel 1 Roof 8 Floor Dead Load :0#16 M. l ft M, R. ft-# Tension force: a 0 B Add Tension force from panel directly above: 3214:# Total tension force: 5884i# . —404 a I IL ®4 ti , REQUIRED aYOelltom Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 38"OC Max 5/B"die.Anchor Bolts Spacing Required(If at foundation): 55"OC :: ::] Max.18d nail spacing required at bottom plate: Plate too thick for 18d nails"OC Simpson A35 or LTP4 maximum spacing: 25"OC Maximum tension force: 5684# Hold-down required at ends of segmental wall(new foundation): 0406HD18S0400000:O ...... lifeaNg Hold-down required at ends of segmental wall(existing foundation) F ,001.41rt1psar�hlVian'i}a 1 ' gat Floor-to-Floor strap required at ends of segmental wall(if applicable) Force Transfer Method Job: Plan 60A,B,D 6 6 7 8 Client: Polygon Northwest Company ,a a, 1 i 1 Area of house: Line 5,1st floor WIND/SEISMIC FORCE Lateral Force 5307# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5';:1 A 1 D F 1 Overall Wall Height 9 ft i I Overall Wall Width 16 ft 1 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 FORCE Length 7-8 3 ft TRANSFERWINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 2985# B GOPENING OPENING Shear at bottom of panel: 332#/ft WIDTHS OK HEIGHT'S OK H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 884.5#/ft D&E Vertical: v= 746.3#fft Forces at points 2-6,2-7,3-6 and 3-7: '-7463# i I Forces zero out at points 2-5&2-8: I v2-s to 2-6 2487.7#/ft 1 I v2-7 m 24= 2487.7#/ft C E H I A&C Horizontal: v= 1603.2#/ft 1 F&H Horizontal: v= 1603.2#/ft I 1 Vertical Force @ Point 2-6: F= 1714# 4 t Vertical Force @ Point 3-6: F= -2709# a UPLIFT/COMPRESSION UPLIFTICOMPRESSION Horizontal Force at top and bottom of windows= 7463# FORCE FORCE Strap required for horizontal force transfer: Simpson CMST12 F 9 End length required: 39 inches,: Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 W/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation. 5/8-inch threaded rod embedded 10 inches w/Simpson HDUS•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 Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A&B,Floor BSMT Lateral Force 1771# Number of Panels in Shear Wall Line 1 SSISMICAWIN)FORM -+< ,jos Wind Force(1)or Seismic Force(2): 1 r/ Maximum WW Pier ratio: 3.5 1 e �/'„ Sos 0 : aHEATNarG REGUlREO 9Y OEBIGN i // //� Overall Wall Height 8 f i � /��//p /. Minimum Allowable Panel Width 22288`44 ft /� Total Panel Width In Shear Wall Line 21'.ft 1 Aspect Ratio OK? 1�BS /' Uniform Wall Self Weight120?#M + ` Panel Shear t. 84 tuft Plus shear from panel above `m 0`:#/ft Total Panel Shear •84:#/ft ' Total Length of Shear Wall Line i1.00 ft t. Required bottom plate size: - 2x.BottOmmite HOLO.DOWN STRAP REQUIRE°-- : SYDESIGN OFAPPUCABLE) �""�--�.... Required sheathing: ,•,7/i$-Inch APA(katedw18d, 8 A i2; --'^ti- Panel 1 Width 9.00 ft A ""^�+..r Panel 1 Roof&Floor Dead Load 330#/ft 7.x M. 60721ft-# M, ,'.9065ft-# : Tension force': '.333':.9 ._ ...y. ...,,, Add Tension force from panel directly above: 3214:# G. Total tension force: 2881# '2 "Note:Negative tension force signifies U 4 no hold-down required _.. ♦. 3 NctfORAND WA-0430M N REQUIRED BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(If at foundation): 148"OC Max 5/8"dia.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): Sftnpaoh'HDU2 SDS2,5 W/SST@24 ,. , ',r Hold-down required at ends of segmental wall(existing foundation): 5/8 inch threaded rod embedded i 0 nchBs W%Simpson HI7U&,0CJS2$,, Floor-to-Floor strap required at ends ofsegmental wall(if applicable) Simpeorl CMSTCI6 wItif20 Inch Crlf length ;; „, SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. 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 i Model Type W li ? T Sill Anchor Load Uplift (in) (in) I (in) Anchor Bolts i (lbs) (lbs) a � SSW24x10 Steel 24 117.25 3.5 N/A 2-1" i 100 15808 lb Actual Shear& Drift Distribution: Actual Allowable I Actual/ ( Actual Drift Model Shear Shear Allow Drift Limit (lbs) (lbs) Shear (in) (in) SSW24x10 i 2556 < 4205 OK 0.61 0.33 0.67 1-SSW24x10 is OK. Notes: Disclaimer: It is the Designers 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. s talOnOtTie www.strongtie.com 25 r' 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: See toltogon9 page. , SSWHSR too whets required 1 5=F--47< s M: ms i 55LYha 3 L76'd,.59t Wowingkith Or Atm' pate (SSWAB IL-t ; 1+'-3 k3! 55Wt15H 1@a 3' � 5bear ot r- £— 13 + when rated 6 1=- 3§c r - P - 1 d a ',� SSWAB *' : 1_ _...¢..,. w rer_m#S r l- f:', i ( 1 is t z�l:t ar.-711 ria- '�e •_,i Lair; i ?4,Wi s "F'-'�"W - . W-'t-' I ' ._vrr $w�sn. - W qr-'1,W_w.:.,S-4.j... W; .. Cad or Stemwall Settion View Footing Plan Settion at Stemwall SSWAB and SSWHSR Exianslon Application Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model w de S Anchor Bolt Strength Model W de S Anchor Bolt Strength 3 SSW24x10 { 27 9 I 18.25 j SSWAB11 Standard I SSW24x10 24 8 18.25 SSWAB1 Standard Notes: 1.Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2.Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength(HS). 3.Wind includes Seismic Design Category A and B. 4. Footing dimensions are for anchorage only. Foundation design(size and reinforcement)by Designer. The registered design professional may specify alternate embedment,footing size or anchor bolt. Page 2 of 3 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W Las Positas Blvd., Pleasanton,CA 94588. i!..situ n g'die www.strongtie.com 0 STEEL STRONG-WALL®SHEAR ANCHORAGE FgtxdSaiicn steer reetioteemera to resist shear forces from Staoe-Wall*panels located at the edge at ca+cretc is shows is the tablebelow, The SSW12 and SSWf5 used in mind apt5Ca000s do not require shear reinforcement when use panel tiestgn shear force is less than nm atchoraot allowable sheer load shown in the table below. Salr r ' * MesSbleSbearLoaaYs Modal tt(Is '"-'-'-'':ti! CwW*.ewaR b(Sttin itkl ........ Catlt7Stempy Reawitith ` It�M Wle :!"1NMineen CwWSkmw ( s'AtHih.,, .nW$*emasall pre) (M) Gadced. Uapastpe3 ixaeaed. Honer ked 1370 ,I Cao ; 1605 1115 ) 55W12 9 11)13 r* 5 SSWts ( t2 (1)/311e 6 Namraqu#ed ] -- 1766 1260 i 2015 1440 SSWid 14 (linHanpin r till/SHOO B s s5t+m 15 t1)+3H a33 fit l3Hair)dn 6 Haspintdrdacementactnewsmaximum $$W24 it Wt3Hdmes Ss (2)e3Hairpint 8: .. �Iaaabtashmrtoad WUmSl StrcnBdh'ak�paneL ) [:Smear anchorage_4esiens costa*en 651311-05 and sesta+**ninon 4.2500 psi concrete. 2.Stasiteintoitenmen is not rooked tot panes eisralna ata anal Mite Omen est apideathun Owe insti&da se.T seen noise atref uere.).or loamrwsxat panel apet"cadwm, 1.Senatedelicates Seise*Dew On CtteporY C tnmage.E Desathed 1 atA 2 onfdr dwehnpa no$25 Cmay use and ancnarage sWu:inns. Senate stent volanmrerdd detWan costa*to AO 31805 Salina 0.3.3.4. 4.Wind eeSOodes Seennic Dentin C010oop6 ane L S Wide mea*uel eintettentwan width en 5' etandard-nlvel5tb$51466 a wed 6.the(1)f3 tie for SSW12 and 531415 wane tie Sheet siraep-Wap"panel align Omar 1owe eaceudu the tandakd a chelvaetuwallo shier 1000.. 7,The rngtaltred dosedn pmtassional we specll alternate 2222f1,2224,222. (,),Min.— ---1111 -ie..—, 4.4 1 I fee--41 Min.—..1.1 '''''' - Anew, te. ii. Irmo,J069 ionViaVal!...4.,„ I T 1 I a' ( otetanraazage. 6 T � VAZ.V.r ar T -+rx... .rs^��a ,.. yrs- SSWAB e3 basest field he and swot doting 55W55- e3 Tie Fed lit and Welt.. teunt 40 tater comae ptacemt*,00104 grade 40 tine=taste (Min) variesseni bolt spa* .. reaa?(Mina ptatement Hairpin Shear Reinforcement Tie Shear Rah/tenement 551NAR y3 hairpin(4'3 tie similar), -.See table tar(eginred quantity. 114"UR-i— ,filleiwitioctiowe41.51111111111 �--ilei:Spatidp Hairpin Installation (Garage eurbsnown,artier toothy types simile)) 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 1 l -ti MMS Rte 5 - �� i / vo t>Efsdisl0enns e e a CA tk1150r r. ,.,•�� ��c,�,...��.�<AnitiouttrearniAiticvk�� .;:`� `,,., '�� ��� . .���.��, � �' `�- "��yERCIU.�1t+fC.1,$83=;�N2II1tir�ig 4.���?!t�k#6415 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi 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 • D(0 0550)L(0 220) ••• •• 3 7 4x8 4x8 • • Span=1.0 ft Span=8.0 ft 14ji{•iledr1405 :'' Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.040 ksf, Tributary Width=5.50 fl .:I3E %G .5i1MMA ?.Y..,_ s _ Design OK Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.314: 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 834.32 psi fv:Actual = 56.60 psi FB:Allowable = 994.50psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.067ft Location of maximum on span = 1.000 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. i un%�i +es 8�,a sses oit d riim rind ions :' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr C m C t CL M tb Fb V fit F'v +D+H 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 +D+L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.054 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 0.14 53.81 994.50 0.96 56.60 180.00 Length=8.0 ft 2 0.839 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 2.13 834.32 994.50 0.96 56.60 180.00 +D+Lr+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 +1J+S4l 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1143.68 0.19 11.32 207.00 Vista Structural Engineering,LLC Project Title: Plans 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 2018,11:59AM z File C 113sers1 enni\0l ENERCA 111150 ec6 1 Rood Beatty � ,..,r_� a �`s.h � ' e - .:,._ � ,., � ':- ENERi:�C 1N1:.� `2876��fA 1&x.15�/P.r'b`.�6-415; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Fb V fv Fv Length=8.0 ft 2 0.146 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1143.68 0.19 11.32 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.035 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1243.13 0.77 45.28 225.00 Length=8.0 ft 2 0.537 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1243.13 0.77 45.28 225.00 +0+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 +1J+0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D-0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D-0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750Lr+0.750L-0.450W41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.750S-0.450W41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505-0.5250E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 Overall Max im rm Deflectlon5 ... ,, • ..,. Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0531 0.000 +0+L+1-1 2 0.1384 4.022 0.0000 0.000 vertical:Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXmum 1.392 1.083 Overall MINimum 0.167 0.130 +D+H 0.278 0.217 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 2118,11:59AM s C 1tts � C{s 1t115Ctec6 1r0QB m, ,'ate» . . sy. .., 3 as .. _ ., ,. _ aENr2G 3lir ? 6 ? s 1fi has. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) � x tC�] e , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+H 1.392 1.083 +D+Lr+H 0.278 0.217 +D+S+H 0.278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +D+0.60W+H 0.278 0217 +D+0.70E+H 0.278 0.217 +D+0.750Lr+0.750L+0.450W+H 1.114 0.866 +D+0.750L+0.750S+0.450W+H 1.114 0.866 +D+0.750L+0.750S+0.5250E+H 1.114 0.866 +0.60D+0.60W+0.60H 0.167 0.130 +0.60D+0.70E+0.60H 0.167 0.130 D Only 0278 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 MAY 2016,2:27PM ©� Beal7l r , , ,„ IEftCA1; ,'' stDenn�"1( 44116,0,t125D.ec6 ,INCs1 83.2016 64(W-16'4'1.6;Engiekt61g,LL6 4'15 sa Lic.#:kW-06'010623 Licensee:Vista Structural Engneering,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.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species : DouglasFir-Larch Fc Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.06LL(0.24)• i • • t Dfo.ol�Lro.oa> ♦ i 1��LL(0.0 ai • x K • • • • • 2-2x8 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 nOK 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 = 985.00 psi fv:Actual = 48.11 psi FB:Allowable = 1,055.70psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.777ft Location of maximum on span = 8.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio= 698>=360 Max Upward Transient Deflection -0.054 in Ratio= 446>=360 Max Downward Total Deflection 0.193 in Ratio= 558>=240. Max Upward Total Deflection -0.067 in Ratio= 356>=240. ----- ---- ----------- - ------ ------ Max> num F4irces&S.tresses#or Load Combinaons Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M VC d C EN C i• C r C m C t C L M fb Pb V N Fv +D+H 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.207 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 950.13 0.14 9.62 162.00 Length=1.0 ft 2 0.002 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 950.13 0.00 9.62 162.00 +D+1+1-1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 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 +0+L141 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 7016,2:27PM Q � 4 cI, _ i x 1 A e i� EN.W.4k1111511#*8 �,.�•. ... , .yl> .� 'g .A, A R iN_. e . I c- < . t=N ::.R.'N �"'• , ?tt1 11 -Ate4.15 Lic.# KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M lb Fb V fv Fv Length=9.0 ft 1 0.149 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1319.63 0.14 9.62 225.00 Length=1.0 ft 2 0.002 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1319.63 0.00 9.62 225.00 +D+S+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1214.06 0.14 9.62 207.00 Length=1.0 ft 2 0.002 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1214.06 0.00 9.62 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.597 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1319.63 0.56 38.49 225.00 Length=1.0 ft 2 0.007 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1319.63 0.02 38.49 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.649 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1214.06 0.56 38.49 207.00 Length=1.0 ft 2 0.008 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1214.06 0.02 38.49 207.00 +D+0.60W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.60W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 228 1689.12 0.00 9.62 288.00 +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+0.7501J+0.750L-0.450W41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 i.• :i#f U A ii l $i'.t<It3i y t iia .... -a Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+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 Pintad:10 MAY 2016,2:27PM 'Wood Biral?E� fde C:1C)sersi0ennisi4l}tENE#CA i#915t3ecfi r> HdB2CALC 7NC.1R53-2a16, d$1f6:4 15: 'S115415,1;� Lic.#:kW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS e tic8j Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.622 0.778 Overall MINimum 0.075 0.093 +D+H 0.124 0.156 +D+L+H 0.622 0.778 +D+Lr+H 0.124 0.156 +D+S+H 0.124 0.156 +D+0.750Lr+0.750L+H 0.498 0.622 +D+0.750L+0.750S+H 0.498 0.622 +D+0.60W+H 0.124 0.156 +D+0.70E+H 0.124 0.156 +D+0.750L1+0.750L+0.450W+H 0.498 0.622 +O+0.750L+0.7505+0.450W+H 0.498 0.622 +D+0.750L+0.750S+0.5250E+H 0.498 0.622 +O.60D+O.60W+O.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. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com yJ �ry Printed::10 MAY 2016,2:51PM M. µ +ms eF e $3': 5�'0/ ?:' � l ��A f Y, Vt 'ClUt tSDeeiiI kOWl ISO "441t,1 al-, , ., 4 1 ' :. Pv ,..Y CE Y' ` l3iiK, f1* r 8 $+ ,. �gni .. g'�,� ,.w>..�,.-a>,...- ,yi�. .» - ���i„ +�., 3,,., i�. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase • 0(0.015 L(0.06) • • 2-2x6 • Span=11.670 ft • )e( l_(4: Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 ft DESi'G ESUMMARY j .-4Desi•n OK Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio = 0.205: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 tb:Actual = 1,012.98psi fv:Actual = 36.88 psi FB:Allowable = 1,143.68psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.835ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 g M int lriwa,�- s tr$s l o o'iaomb , . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.197 0.046 0.90 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1029.31 0.08 7.38 162.00 +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+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.142 0.033 1.25 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1429.59 0.08 7.38 225.00 +D+S+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 0.154 0.036 1.15 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1315.23 0.08 7.38 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.567 0.131 1.25 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1429.59 0.32 29.50 225.00 +D+0.750L+0.7505+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 Fie�C:%Us�slDeene O1Y NERCA-1 1 tw& , Wood Beam 1. ..,. _ ENERCALO,INC.1983=2 16 su =6.16.4.15,V 6.is a_15. 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 fb Fb V iv Fv +D+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +0-0.60W41 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 1.00 026 202.60 1829.88 0.08 7.38 288.00 +D-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 +D+0.750Lr+0.750L-0.450W41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.7505-0.450W+1-1 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+0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0+0.750L+0.7505-0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 Overall,Maximum Deflections Load Combination Span Max."-"Deli 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 +041 0.088 0.088 +O+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +D+S+H 0.088 0.088 +D+0.750Lr+0.750L+H 0.350 0.350 +D+0.750L+0.750S+H 0.350 0.350 +D+0.60W+H 0.088 0.088 +D+0.70E+H 0.088 0.088 +D+0.750Lr+0.750L+0.450W+H 0.350 0.350 +0+0.750L+0.7505+0.450W41 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' .. 1'' ROOF SL I OIDL OIAREA I 0 DECK LL I 4OIDL I,: ` 10IAREA I 180 Effective Seismic Wei•ht,W W 71E :; '` , S3 0.962 Si 0.411 Fa 1.115 Fv 1589 SMS 1.073 S1,41 0.653., DESIGN SPECTRAL RESPONSE SDS 5D1 Importance Factor,IE 1_0 Response Modification Factor,R 6.5, Seismic Design Class: DY', Period,Ta(seconds) s4i VS eta Weight,W(lbs) ha(ft) Wahak Cs,,, FX(lbs) 0.7E(lbs) Roof Deck 4 � � � ,._ €� 1 k=1.0 Total 198 PROJ: I Pkfi 60 - '- 5+Cc. c4,) I DATE. 5-7Z/7_1=> « V 1 S T A PROD ����, -- S_TRUCTURAL. _--- ENGR: DMH - . EI21NG . LLC : E• i 6 •tem 73C-4. 64 i r ..,,_.. ' , , i . , : . 1.„., . : • • • y — ! i.i ' fes'% -- —, _ . ._ .l-i- FT .� — — .. ._ --- . —- i I. f • ° ... �{ . . : .. r t - , - P �CSS : W —:r ' ' T ' . ; ., 4 . , : -:• : .44 I • M ' : . d ;z s • ( .c e _ ., : : • 1 f • f • 4 • .._ .. .__ ..;._._.._—.._..__..__.�.—_....�__._.�...—_ .... .._..... ....._. —,__... _..... .... ... ..— .. —. ._ __ —._._..�_.. i I ' i• _ . i c ; r. .... ... .' y. ... v._ ..:..__ ._ :_.._...._... __._....._. ......___.__.. .._ F L 1 PL15-261 8-6-15 0 Roseburg J2 MAIN 11:07am A t i mst Prr ducts Compam 1 of 1 CS Beam 4.12.3.5 kmBeamEngine 4.12.5.1 Materials Database 1518 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' n Ir / / / 11 0 0 11 0 0 7 22© 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# -- 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respec ive owners KAM I L HENDERSON EWP MANAGER Pwr>U++ � Copyright(C)2015 by Simpson Strong-Tie 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 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 specifications. 503-858-9663