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r \uct,(Aci sk,c) RECEIVE' JUN 14 2017 CITY OF TIGARD BUILDING DIVISION Calculation Packet River Terrace - Tuckunder Plan 60 Tigard, Oregon March 6, 2017 Client : Polygon Northwest Company �k OREGON 3/6/2017 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 7140 SW Queen Lane Beaverton, OR 97008 (971) 645-0901 11 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) d. ', (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM -. 3 foe 1 WSDitU' n0i,,Topp -1tt h CA,1t115t)ec6 ,, ion„ a i i. q1 - ..- _ .... ....... . iiti3c 1. it996 14' , 141 E Ver614 118 Lic.#•KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-)a 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)S(0.675) 1 • + + + + • • • • • •- • A• 2-2x10 A • • • • Span=5.0ft i + " 60.71 41i F MIFIEM 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 fl GxI `t?ESION§ilM114A/!Y.r,...,,,;PM. .. ,..u. , u ....,,. Desi•nOK Maximum Bending Stress Ratio = 0.857: 1 Maximum Shear Stress Ratio = 0.504 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 • fb:Actual = 976.26 psi fv:Actual = 104.37 psi FB:Allowable = 1,1 38.50 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 • • IlliiiiiiiiarOWial$WiiiiliiiibilogCon*Inatioot Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv Fv +D+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 +04+1-1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.598 0.351 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.11 591.67 990.00 1.17 63.25 180.00 +4)4r+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.287 0.169 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1237.50 0.70 37.95 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.832 0.489 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.38 946.68 1138.50 1.87 101.20 207.00 40+0.75011+0.750L+11 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.430 0.253 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.90 532.51 1237.50 1.05 56.93 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.857 0.504 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.48 976.26 1138.50 1.93 104.37 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D , t \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t�; , ,/ (971)645-0901 'E% dennis@vistastructural.com Printed:20 JAN 2015,10:46PM aai eam an RC C,-1983.214;.Bultit-1{ENE8,Vtar 115U.ec6 a s e -�.,, .....� �., stx 1ERC lNC.1983:20 4-Bu E 11 l8 Ve'61411 1E=x Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv Pv +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 40+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 OveralltMaximum Reflections x --4.,,',„, . .i w.A: Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0498 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 +D+H 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 +D+0.750L+0.750S+H 2.784 2.784 +D+0.60W+H 1.013 1.013 +0+0.70E41 1.013 1.013 40+0.750Lr+0.750L+0.450W4 1.519 1.519 40+0.750L+0.750S+0.450W4l 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 4t 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 W- dennis@vistastructural.com z a Printed:20 JAN 2015,10.46PM a 9 fi3t4sers?eOL��B4 N 'SE1+tERC `fL115fli c6 h, 17 • -.t4d _ _,4 0 f. �,,, � ;itt RGA14 49B3V4 Sti i4, 1.1gA 1411 4.%, .q „�:Y...; „ ,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC. Description: 60A:header at front of master bath .tea E��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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.405)L(0.27)S(0.675) i $ -- �� • • A A 2-2x6 Span=3.0 ft ,W� " Service loads entered.Load Factors will be applied for calculation: Appltest�oajds. ..,.x. ,. ...�- ,,,,,, � �,�.. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft DESIGN SUMMARY.. . : Design OK Maximum Bending Stress Ratio = 0.733. 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 +0+0.750L+0.750S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 1936 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 1173 Max Upward Total Deflection 0.000 in Ratio= 0<240 1 iAlo Tium orces Stresses,.,„,l id, mbl tlar� ;. 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 Pb 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 +0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.716 0.499 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.22 963.97 1345.50 1.14 103.20 207.00 +D+0.7501J+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+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.739 0.514 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1345.50 1.17 106.42 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 14114 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4 (971)645-0901 Bennis@vistastructural.com "�`""""�`� Printed:20 JAN 2015,10.46PM ,W00d 13e8t17 Ftie C serslD 3-?014,sti 1E11ENERCA, h150 ec6 A �r. z.. •� � ` �NERCA�O�19633,6�?h B�a,6.1d 11.18;Yer.6"Id 111$," 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 C i Cr Cm C t CL M tb 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 0.193 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 +0+0.70E+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.531 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1872.00 1.17 106.42 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.116 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 216.89 1872.00 0.26 23.22 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.116 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 216.89 1872.00 0.26 23.22 288.00 'Overall;Maximurn'aeflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +0+O.750L+O.750S+O.5250E+H 1 0.0307 1.511 0.0000 0.000 "Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.671 1.671 Overall MINimum 0.365 0.365 +D+H 0.608 0.608 +0441 1.013 1.013 +D+Lr+H 0.608 0.608 +D+S+}{ 1.620 1.620 +D+O.750Lr+0.750L+H 0.911 0.911 +D+O.750L+0.750S+H 1.671 1.671 +D+O.60W+H 0.608 0.608 +0+O.70E+H 0.608 0.608 +D+0.750Lr+0.750L+0.450W+H 0.911 0.911 +D+O.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 +0.60D+0.70E+0.60H 0.365 0.365 D Only 0.608 0.608 Lr Only L Only 0.405 0.405 S Only 1.013 1.013 W Only E Only H Only - Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 r,t,,,,, :c Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ,, (971)645-0901 ft' P irr:,,,,,,,,,...00) dennis@vistastructural.com " .. r,., Printed 20 JAN 2015,10:45PM lAiitiiktCt t111tff 1 & 0" :C1t9,,,c.,-,---- t3CU 1Et -.-e 1 Stlecfi a ,e:,,,, �a, k.; :,; , , :3 F-t it e` ti«iwg cat 19Q;13foko¢.,, 9th• c'�-,��-j LLC #'''''':KW-06010523 Licensee:Vista Structural Engineering,L LC 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 7 r `°rte E�� fnformotaon t „ g Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Widthin Allow Stress Modification Factors Wood Species DouglasFir-Larch 5.50 Wood Grade No.2 Exact Depth 5.50 inCf or Cv for Bending 0.0 Area 24.750 inA2 2 Cf or Cv for Compression 0.0 Fb-Tension 900.0 psi Fv 180.0 psi lx 62.391 in"4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi y 41.766 in"4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes(non-gib only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 iaPW 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 oESIGI SU MMAR't'3 ., . 5 tw 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 1'180 r07*.i3s1 1t'i; ' iiiiiB., `f, fak.tiw •,n Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location NtBXIf`ifiti Dn56 q Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 4> Maxttnram,t�e18 ions for L "Ccoittbtn _S s. Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Protect Descr. Tuckunder Cottages(60 series) (971)643-0901 t 1 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM s , A .., 1.t u� 1 a a Lic.#1:KW-06010523473;:';I:'4417--"; ;I 74 „ ia' n .. _ ��. }Licensee:Vista ttructural Engineering,LLE Description: 60A:Stud bearing under girder roof truss at front of house Y M'x Loads A -I o - - • '.,ic II L LJ .7) —y 4. 3-2x6 y otw 4.50 in Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 jBeaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 0 (971)645-0901 dennis@vistastructural.com W � Printed:20 JAN 2015,10:46PM 0 .rt-� It t M ,asterF :� seEs 1�CA 1t<115tLec6 ,,� ,gyp ,�� �'� Y�eru1;516QGt1��� W77+ <'F3aKg,ial ,s.,., '',.:;,;..n41'�.,.,E .. 4-- ,,: t. ,._, a...wa� � _ . -tt3ERPA1,.0,„ 198_-,0'14,13#! ..&1�t1'l, > fi��,.lt,t„>' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:Header above middle window above back of bonus room Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling * D(0.08) * * D(1.u1)L(u.6*)S(1.69) D(0.405)L(0.27)S(0.675) * * $ i A • 3.5x9 Span=6.50 ft 'Applied Loadg _ f Service loads entered.Load Factors will be applied for calculation; Load for Span Number 1 Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf,Extent=0.0-»4.750 ft, Tributary Width=27.0 ft,(Roof, Uniform Load: D=0.080, Tributary Width=1.0 ft,(Wall Dead load) Point Load: D=1.010, L=0.670, S=1.690 k @ 4.750 f1 ',' DESIGN SUMMARY. Design OK _ Maximum Bending Stress Ratio = 0.735: 1 Maximum Shear Stress Ratio = 0.651 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 2,027.49 psi fv:Actual = 198.37 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.372 0.328 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 2160.00 1.64 78.20 238.50 +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+5+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 0.714 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 L 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ' ` (971)645-0901 * dennis@vistastructural.com Printed:20 JAN 2015,10:46PM W600.,Beattl . , ENERCALC;INC,7tDenaistDO8u �l s 1tE R Ver61 50.e18 Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: BOA:Header above middle window above back of bonus room Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb Fb V fv Fv Length=6.50 ft 1 0.384 0.339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.54 1,152.99 3000.00 2.36 112.42 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.735 0.651 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 2760.00 4.17 198.37 304.75 +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+0.70E+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 0.209 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3840.00 1.64 78.20 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.300 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.54 1,152.99 3840.00 2.36 112.42 424.00 +D+0.750L+0.750S+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.528 0.468 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 3840.00 4.17 198.37 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.528 0.468 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 3840.00 4.17 198.37 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.126 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 482.62 3840.00 0.99 46.92 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.126 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 482.62 3840.00 0.99 46.92 424.00 , Overall Maximum Deflections ,I. Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.7505+0.5250E4 1 0.1593 3.321 0.0000 0.000 Veftical`Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.366 4.225 Overall MINimum 0.994 0.958 +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 +1)+0.70E++1 1.753 1.701 +D+0.750Lr+0.750L+0.450W+H 2.498 2.420 +D+0.750L+0.750S+0.450W+H 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 L Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) . '` (971)645-0901 sit`_ dennis@vistastructural.com '.,; �, .. Prin'Sd 2G JAN 2015,10:45PM �s v 3 M Ftie )9',; sl£len!j�s1TSOCt1I '1tt tSGA4i11'15#L1;e6 yy ., ,,..;`i-ZQ..�,... .,. .s<. :, ` ,,., t .,,.4 .: .��,t' mEgOgc. :1983-Ot lki3S!'�t.6 „1l„f, V: B`,_.-' � tr��:...i �'�t�.Vis,...,<,. ..:� .. r ;T`� Lic.#•KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A: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-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(1.01)L(0.68)S(1.69) SD(0..08) l 7 ♦ ♦ ♦ 1 q5 a; <dS.<za is s..wz.Yansk i s e,b;A: th$k,],,,, ,y,,z 3 • • A A 2-2x8 • Span=3.50 ft`'"� i ' Service loads entered.Load Factors will be applied for calculation: Appl►ed'.Lows . .�. �. � , .� �. . �_.3 . Point Load: D=1.010, L=0.680, S=1.690 k @ 1.0 ft Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) flfS/GN SUMMARY A,,„,,,,, . ......„. „,:t,,..,,, g Desi.n OK Maximum Bending Stress Ratio = 0.766 1 Maximum Shear Stress Ratio = 0.694: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 951.71 psi fv:Actual = 143.66 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+1-1 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= 1767 Max Upward Total Deflection 0.000 in Ratio= 0<240 MBXt[t1Uf1t- rG i*,:t.fii S diiil.tom'ma b $y; 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 +D4I 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.385 0.346 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 972.00 0.81 56.10 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 0.498 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.30 595.08 1080.00 1.30 89.59 180.00 +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 0.277 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 +0+S41 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 ' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Sto. _....4) dennis@vistastructural.com ,.k .,,.= Prin'�a:20 JAN 2015,10:46PM WOoC1 Beam ;,414.4„,a:-,z,,,,,, ;,z z `... ... =;,a. , ." .•• . < .EnNERCALCMC �sta2 i ti4 a:her a.1s 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 Cd CEN Ci Cr Cm C t CL M ib Pb V fv Pv Length=3.50 ft 1 0.766 0.694 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1242.00 2.08 143.66 207.00 +D+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.216 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1728.00 0.81 56.10 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.216 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1728.00 0.81 56.10 288.00 +D+0.750Lr+0.750L+0.450W+H 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 +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=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+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+4.60H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.130 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 OYerall=Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0238 1.584 0.0000 0.000 -•: 'erticalReactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.131 0.936 Overall MINimum 0.486 0.194 +D+H 0.861 0.429 +D+L+H 1.347 0.623 +D+Lr+H 0.861 0.429 +D+541 2.069 0.911 +D+0.750Lr+0.750L+H 1.226 0.574 +D+0.750L+0.750S+H 2.131 0.936 +D+O.60W+H 0.861 0.429 +D+0.70E+H 0.861 0.429 +D+0.750Lr+0.750L+0.450W41 1.226 0.574 +D+0.750L+0.750S+0.450W+H 2.131 0.936 +D+0.750L+0.750S+0.5250E+H 2.131 0.936 +0.60D+0.60W+0.60H 0.517 0.257 +0.60D+0.70E+0.60H 0.517 0.257 D Only - 0.861 0.429 Lr Only L Only 0.486 0.194 S Only 1.207 0.483 W Only E Only H Only 'j Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 t' lir dennis@vistastructural.com ''"""" Prmtert 20 JAN 2015,10 46PM [5 €€ � z �e C;1Uipti61dQ of '1irotti 141,CCS _-:414 :0'6. P.@$*�x...v..p '41.7' sz'..sa.- ,.r„ * .41"4-xr `y`"` fAr �,l '" z &�� L ,�-��� , � ,,;�/�„���:..,. 19&��t!��ti�F1:�t1+{�#�'!$,�er,81$' ���„�+ L(c.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of kitchen QOS > , 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-)oc 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(0+8) �` r3 • • A A 2-2x6 Span=3.50 ft j.hed):n __ �a, �. .. . . pp 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) lit iG1ISUMMAR'Y z'....,.. 4 :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 = 81.57psi psi :Allowable = 1,170.00 psi Fv:Allowable = 180.00 Load Combination +0+L+1-1 Load Combination +D+L+I.1 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 1 '05,1146-0,:k: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i C r C m C t C L M fb Fb V fv Fv +1741 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 +1)+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 +0+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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+S4j 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 :11.,.: 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 g dennis@vistastructural.com Printed:20 Ali 2015,10.46PM Fie C. serS OenniskDOCUAe-11ENERCk4115fl ec& W0 0t, .0 e1111 '" . , Etd€RCALC,90.1983-2019,Baer6.14.1118,Ver6.141918.. tic.#•KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:beam at right side of kitchen 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 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 +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'Maximum Deflections .: Load Combination Span Max. Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+}I 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+1+1-1 1.205 1.205 +D+Lr+H 0.435 0.435 +D+5+1-1 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 +0+0.750L+0.7505+0.450W41 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 7140 SW Queen Lane Engineer. DMH Project ID: 1150 4'" Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1` 4 ° (971)645-0901 dennis@vistastructural.com pn ffi 20 JAN 2015,10:45PM s r Sa, -„ - ,,,�^F ., ,.�. ,..� ,��. 7, '. � r,.'.� «..;rtg'r .. may., ..�.� �%; .�� Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of powder room CtIWFEREIitfORM Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrII 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.164L(0.44) * * + + D( 6) + + • • A 2 A Span=3.50 ft ';, 014f.08d5- �,, t Z' ii ., ,73:14. 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) 13E5!GW MMARY c r ' 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 tl=o es .Stre sis o i tia'i ifaii itio i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Fb V fv Fv +041 0.00 0.00 0.00 0.00 Length=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 +D441 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 '0+Lr4I 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+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 0.225 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) itt (971)645-0901 'fi P dennis@vistastructural.com a.,-,---,y Printed:20 JAN 2015,1045PM fie c uspppennwsoocut tENERc tui ec6.' V�/00{..E3@1111 ENERCALC INC 198 1A; tt5.14 11.18,Ve-614.11,18. t,' L1c.#: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 Cd C FN C i Cr Cm C t CL M tb 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+0.70E4f 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+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 0.376 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 +13+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 0.376 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 iVerall;Maximum 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 Reactions s 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+-I 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +0+0.750Lr+0.750L+11 1.013 1.013 +0+0.750L+0.7505+H 1.013 1.013 +13+0.60W+H 0.435 0.435 *3+0.70E41 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +3+0.750L+0.750S+0.450W4l 1.013 1.013 +0+0.750L+0.750S+0.5250E+1-1 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only 1 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) U (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:45PM 1 IQi 1 f: M k i s 'r� c �. a C ser51Den ao1[!(tt',l 4ENf e 11 3,ec6 3r? 0._. .. ..ems;a ' W * Vrelz -- r,`6 . '''i r ,S �`a4 � li 4111€,f`V -64 18r, '. Lic.#':KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.165)L(0.44) * 0(0.08) A A 22x6 Span=3.50 0 Appltetl i44:Ii.;. ..rg. ..o, A Service loads entered.Load Factors will be applied for calculation; Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) DESBending� sW Design OKmm Stress Ratio = p.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 iv: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 '' Maxtrnwtn,ones 4 Siresses tor, ad.Com6jiiiJons Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i C r C m C t C L M fb Pb V iv F'v +D+H 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 +4J+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +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 7140 StructuralSWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer: DMH Project ID: 1150 7 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) '�1" (971)645-0901 j'" dennis@vistastructural.com "' a,.�M« Printed 20 JAN 2015,10:45PM 3 . File... 1NOOu Dearit . RCALC,IN roOCu 1 CIr 6A111118 - ,.,..�.� -�. �: ; ....... .w.ENERCAL6,7t�X983=�O4,Sutd�5.14'ItE11$YerS14:#1.618z; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb F'b V fv F'v +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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+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 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 Overall Maximum Defleci-ions, Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +0+L+1-1 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+S41 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- 1 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.450W-I+1 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 . 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) :41 b (971)645-0901 � dennis@vistastructural.com .. �. _.,_....._ Panted:3 FEB 2015,10:55AM y�/ s v - lttstx4slorm5sU30GIt 1J 1tENEt A 1$5tOiii5{ V '_ ,., z-3,-,.,... F: f .. _si �F s.3.',t, ;3MS'.4 �, q :1,11X�I B ,1 M.V 3 1 4 A*6:1�F pA"a'. Ltc.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrlI 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • i D(0.16;140.44) • y • • 0(0y085 yy `a= W ry a0�, f F ,�y • -r.<._m,.ar'.,mxt. ,.:..�:.,..�.,..* .. ,....T ,.�_<f,,,...,.c_ms: �,�._....,s.sr �z..t.c":vsiu • • • • • 4x 0 • • • Span=6.50ft i Apt)lied fail' '' 1 Service loads entered.Load Factors will be applied for calculations. ia ,.,., .. ,y....,e, .tet ..,.,..tau. „,f,,, :, 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 fl tI S! WSUMMARI' na Desi•nOK Maximum Bending Stress Ratio = 0.80S 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 •• •I ilio uum otces& sgs#e Liar ainabi itirti 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 Pb V fv F'v +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 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.805 0.439 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.62 869.78 1080.00 1.71 79.05 180.00 +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 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.250 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 +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 j7140 SW Queen Lane Engineer DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Bennis@vistastructural.com Printed'3 F'cB 2015.10 55AM WOOL Beam NERdAtt 1983-2015 983-2 ocoM 1 1 1a� s Lic.;i:KW-06010523 � ,� ,w ..�� � 'Z;a1NG X983-204�� d$�5.�:19�V�]�i�7?„ Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb 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+0.60W4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.180 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1728.00 0.61 28.27 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.180 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1728.00 0.61 28.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 �,Overall Maxximum Deflections Load Combination Span Max "Deft Location in Span Load Combination Max."+"Defl Location in Span +0+1+H 1 0.0749 3.274 0.0000 0.000 - Yertica1'ii@acti0ns 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+H 0.796 0.796 +D+{+H 2.226 2.226 +D+{r+H 0.796 0.796 +D+S+H 0.796 0.796 +1+0.7501r+0.750L+H 1.869 1.869 +D+0.750L+0.750S41 1.869 1.869 +D+0.60W+H 0.796 0.796 +D+0.70E+H 0.796 0.796 +D+0.750Lr+0.750L+0.450W+H 1.869 1.869 +D+0.750L+0.7508+0.450W41 1.869 1.869 +D+0.750L+0.750S+0.5250E+1 1.869 1.869 +0.60D+0.60W+0.60H 0.478 0.478 +0.60D+0.70E+0.60H 0.478 0.478 D Only 0.796 0.796 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( '''-. 7140 SW Queen Lane•4 Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ,N,j (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM `hr syz � . 1A es.rrraa -ie .ptu eIS0en(iitnoc3t Ett13CA111150/6 .^ G7NAL-i ay�Y� ,:s�. �f/ � � 4F . v ,' '4 , -:-A,,,,,...,-,,,, ,--,,, - , ,, . 0,, �a 'r , F - 1NC-192?7 : # t1$ , 1�, , L1c.#:KW-06010523 . , ''''nF ' r, . , , Licensee:VistaStructuralEngineering,LL 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-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 t 0(0.165)L(0.44) y 0(0..06) y t • III A A 2-2a6 Span=3.50 0 IA f11eT ods ale ,11 :`, 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) 9 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 +114-L41 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 i r s Maximum Farce l<Stresses far,Load om matiions,, Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M tb Pb V iv Fv +D+-H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.287 0.182 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1053.00 0.32 29.46 162.00 +D+L+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+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+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) 'a�k- .. f (971)645-0901 � dennis@vistastructural.com '' ... ' Prinkrct file C:\userstDenn tDOCUW-1tENERCA2111150.e 6 3aa 8ea111 SNERCnlc,INC 1683-2 i 4 Buid 5.1411.18 VerS 1411.18; 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 C d C FN CI Cr Cm C t CL M fb Fb V iv Fv +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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 +0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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+0.450W41 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 +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 Ouerall Maximum befections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 4J4+1-1 1 0.0351 1.763 0.0000 0.000 Vertical F+2eactions x 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 +D41 0.435 0.435 +D+L+H 1.205 1205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L41 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+11 1.013 1.013 +D+0.750L+0.7505+0.450W41 1.013 1.013 +D+0.750L+0.750S+0.5250E41 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 /„L....)7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) tt II (971)645-0901 . dennis@vistastructural.com ,..,,,,. Printed 20 JAN 2015 10:47PM .��W630i1 r � G,No U�enr_tocU4A3116i:,,,i" r tewe ., t . .r , , .x . --.R CAtq1 ' 0.040"71Er:4:1441a -EL-ic #';u1Z -0052s. , . , 5� . . w.xE o. , 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-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 + + oro.075 l(0.2) * • + * * • • o��i e� $ i • • • • • A 2 2x6 A • • • • • • • Span=3.50 ft •. g. a" it LiiifS t `, ? Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft "DESJ11if SUMMARY. Desi•n OK Maximum Bending Stress Ratio = 0.369: 1 Maximum Shear Stress Ratio = 0.234: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00 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 • lltltiq P& s&,Sl e's 0cr 1 : * : Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv 4-D41 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 +044 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 +0+11+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 0.129 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 +1J+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+0.750L+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 0.253 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 +0+0.7501_+0.750S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4-:, _!t (971)645-0901 <, dennis@vistastructural.com Pinted:20 JAN 2015,10:47PM i Wood Beam. cc-NC1 aocuW 4 a er 1411c6 .;ti 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 Cd CEN Ci Cr Cm C t C L M lb Fb V fv Fv Length=3.50 ft 1 0.275 0.175 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1345.50 0.40 36.13 207.00 +0+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 +0+0.70E+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 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +0+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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`.iMaximum Deflections , Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deft Location in Span +D+L+FI 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 +D+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 40+0.750Lr+0.750L41 0.534 0.534 +D+0.750L+0.750S+H 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E+H 0.271 0.271 +0+0.750Lr+0.750L+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.450W+H 0.534 0.534 +0+0.750L+0.750S+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only 3 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D r 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 -"` Printed:20 JAN 2015,10:47PM ; 1 i \ ✓j �ENF�Fie 1sesAertns qCU 41150e56' , f©®dtigall ; ,,,„,;:„:„,,PP.,.z :44 � F_ _. 444�� s � i.;, 4444444:;;144 lt .183-21l4BN �R44J�Ikg63$A98l Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 66�10A:beam at front of entry "WOWTOE 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)L(0.2) D(0+08) A• • • • • • • • 2 2x6 A • • • Span=3.50 ft • 1iEdt148 1 '`'r1 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 y DESIGN00M4RYlir:tilk ,.:.4":7w-:,, Design OK Maximum Bending Stress Ratio = 0.369: 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00 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 , itaximummt Stress4191 L.gad„Combina ioJL;: 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 0.179 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 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.253 0.161 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1462.50 0.40 36.13 225.00 +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 tit Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com ,. Printed:20 JAN 2015,10:47PM Wood"fs,e'atm ...f..` .. . . ENE CALL INC 1993n 014 Bu i49lis Vec6.141118 Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60A:beam at front of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb Pb V fir 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 +0+0.60W+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Den 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 +D+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 +D+0.750L+0.750S+H 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E4I 0.271 0.271 +0+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+0.750S+0.5250E+1-1 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.600+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 4'i' Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane ilk SEngineer: DMH F Project Descr. Tuckunder Cottages(60 series) Project ID: 1150 s„...............) Beaverton, 97008 (971)645-09090 1 f dennis@vistastructural.com , f ,. y' Printed:20 JAN 2015,10:47PM G1Uset5lt --1130CUME^'f1ENE CA 7l5t#:et6 vOQ�;9e.'C� r"` ,. w o'er: sp;. it < y3�l,</�< 'tRf,,, : 3Z "21114 Btf�d;G.1w 7$', �a9 1$ r,;: .,.X7.3.4,.., ..''..„v.. ''t ...-. <.�.; .�.,x,:.', , r ,..,d r..r< Lc.#,KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of front porch Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrII 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i i 2(0.0525 L(0.14) i D(0.08) i + # i • • 4x8 i i 1 Span=7.0 R : AppIi jwo gra - 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 w ESIGNSUMAARY....,-,...:-,...r.,,,,,.-r, Desi.n OK Maximum Bending Stress Ratio = 0.558 1 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 653.22 psi fv:Actual = 46.91 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +0+.+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 L ' Mi*mum,Fr4§7Streer flaCmbntoe Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t CL M lb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=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 0.101 125 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1462.50 0.39 22.81 225.00 +D+S+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 0236 0.110 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1345.50 0.39 22.81 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.389 0.182 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1462.50 0.69 40.89 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D jVPro7140 SW Queen Lane Engineer: DMH ject ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10 42P14 W ''i 81' 111. µ�. rye=CAU wenn DOCUAt--s ERCA-U115oeC6 N1 CALL:,INC 198 2014 Bu (i.l41t.18,Ver8141}."18 .': Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:beam at front of front porch 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 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+0.7505+0.450W41 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+0.7505+0.5250E+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.102 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 190.57 1872.00 0.23 13.69 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.102 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 190.57 1872.00 0.23 13.69 288.00 OverallMIllazimum DefIections , Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.0833 3.526 0.0000 0.000 ,VerticaJ Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.954 0.954 Overall MlNimum 0.278 0.278 +D+H 0.464 0.464 +D+L+H 0.954 0.954 +D+Lr+H 0.464 0.464 +D+S+H 0.464 0.464 +D+0.750Lr+0.750L+H 0.831 0.831 40+0.750L+0.7505+1-1 0.831 0.831 +D+0.60W+H 0.464 0.464 +D+0.70E+H 0.464 0.464 40+0.750Lr+0.750L+0.450W41 0.831 0.831 +D+0.750L+0.750S+0.450W+H 0.831 0.831 +D+0.750L+0.7505+0.5250E41 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 s 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 6° 1 (971)645-0901 4 dennis@vistastructural.com #000) �' Printed'.20 JAN 2015,10.47PM r /j ' ' * 4, t 1 e- ,5,,t��3..fpserslD h�sgy3 .NaoCA-1111 ai�@@ ` 11;<�1,.��k11F *iatf. : f ::;t "�aif .xd.T gtw '"£,.. t 8 ti', „,,,a! ,98 14 a 4. F Wl +gT Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of dining room 004:00 REJIC,£S , s r :,0 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 1800ksi Fc-Prll 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 + D(0.165)L(0.44) 'i + D8) i + + + 1 3.5x9 • Span=8.50 ft i FA��}�! @d].�ai�s "r- ; , 4h s15 5t45°11 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) l , . . r; i �I�ES1�'GN SUMMARY ,-;-# . .tg :_ 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 Maximum,>=orces,&Stresses for Load,Corn attonsI Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Pb V fv 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 +1J4+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.661 0.436 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.25 1,587.31 2400.00 2.43 115.52 265.00 +0+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 0.193 0.127 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3000.00 0.88 42.07 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0209 0.138 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 2760.00 0.88 42.07 304.75 +0+0.750Lr+0.750L+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 0.445 0.293 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3000.00 2.04 97.16 331.25 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ,- „Atio. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 10` (971)645-0901 1 dennis@vistastructural.com Pnntea 20 JAN 2015 1047PM . Qd BeaOim ,. .,- File=ClU�rs1{J n�s1DOCUtu -l1 --- 11llS- -,,. ,_ :.- �._€NERDALi iNC 3983x01 $u�dfi 14111$;Vfa&Y9:!L 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 C d C FN C i 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 +1J+0.60W+1i 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+0.70E41 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+0.750Lr+0.750L+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +D+0.750L+0.7505+0.5250E-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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-0.50H 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 Overallwrathy,- umDeflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span +D+L-fH 1 0.2136 4.281 0.0000 0.000 Vertical Reactions a,.. 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 +0+0.750Lr+0.750L+1-1 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 +0+0.750Lr+0.750L+0.450W+1-1 2.474 2.474 +D+0.750L+0.7505+0.450W41 2.474 2.474 +D+0.750L+0.750S+0.5250E+H 2.474 2.474 +0.60D+0.60W+0.601-1 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 7140 SW Queen Lane Engineer:. DMH Project ID: 1150 4" Vii; Beaverton,OR 97008 Project Descr Tuckunder Cottages(60 series) (971)645-0901 j dennis@vistastructural.com Printed:20 JAN 2015,10:47PM a, r i .'; fad < t Jt1G $ '(01, 4, i e .iVftleg _. 1` Lic.#:KW-06010623 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam in second floor system supporting right end of girder truss 17100,t "C,0© ,R t3E'ftf5TXV a Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2600 psi E:Modulus of Elasticity Load Combination ASCE7-1 0 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 0(3.3)L(2.2)S(5.5) • • 2-1.75x14 Span=7.0 ft Service loads entered.Load Factors will be applied for calculation: Point Load D=3.30, L=2.20, S=5.50 k@ 1.0 ft Desi o OK Maximum Bending Stress Ratio = 0.272 1 Maximum Shear Stress Ratio = : 1 Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 tb: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+11 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 ja7 tii i(i'1 1*t'r��$c tt SSES fti, .pid tram iRia{41$n Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M tb Pb V fv Fv +0410.00 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 40+1_41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.190 0.084 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.70 492.99 2600.00 0.79 24.05 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.091 0.041 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 3250.00 0.47 14.43 356.25 +D+S+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.264 0.117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.52 788.78 2990.00 1.26 38.48 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.137 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.23 443.69 3250.00 0.71 21.65 356.25 40+0.750L40.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.272 0.121 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 2990.00 1.30 39.69 327.75 7140 SVista StructuralWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) v, (971)645-0901 dennis@vistastructural.com .p Punted:20 JAN 2015,10:47PM Woa($Pahl FJk ENERGALC.INC 79632b14>�d�34�7�11.81Ter6:dP11,$'- 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 C d C FN Ci Cr Cm C t CL M fb F'b V fv Fv +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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-i0.450W41 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+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0317 3.015 0.0000 0.000 k'Vertical Reactlo»a ° 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 +3+5+H 7.543 1.257 +D+0.750Lr+0.750L+1-1 4.243 0.707 +0+0.750L+0.750S41 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 +0+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 ViStructural Engineering,LLC Project Title: Plans 60A,B,D 7140sta SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) •• `g►"101 ' (971)645-0901 dennis@vistastructural.com .y„�,_..,. 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Lic.#:KW-06010523 Licensee:Vista Structural Engineering;LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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(0.13;L(0.36) .wY. ,.« � _ �h ":w .aM F":+,`:,a,. �.Gsu'�.� r • am ? ` • A 4x10 A Span=7.O ft 'AppiJedLaadsgService loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft DESJG1V,SUM1Y/�4R 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-14..+H Load Combination +D+L+FI Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span 4 where maximum occurs = Span 4 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 Ntaxirnu n Forces$c$ire's for oad `O_.. ..«,.... s Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci C r Cm C t CL M fb Pb V fv FY +D-FH0.00 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 +0+1+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 +1J+8+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 1240.00 2.00 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 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 0. Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4.1 (971)645-0901 dennis@vistastructural.com .«.-" Printed'20 JAN 2015,10.47PM V1i'©od Bea»r� . ,,, ,,.r , Fite G:1Usersli3�nisiQflGllA�-91ENEEtr;A-111150. 6, • '' }rNERCALC,1NC.1983-201¢$ull:1;8,1471a$,ue=fi 1d.`J i.'1H. 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+0.60W+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+0.70E+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+0.450W4l 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+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 0.345 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+0.5250E+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 0.345 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 1728.00 022 1026 288.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 y; Vertical 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+0.75OL+1-1 1.418 1.418 +D+0.750L+0.750S+H 1.418 1.418 +O+0.60W41 0.473 0.473 +D+0.70E+H 0.473 0.473 +D+0.750Lr+0.750L+0.450W4l 1.418 1.418 +D+0.750L+0.750S+0.450W4l 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 Vista Structural Engineering,LLC Project Title: PlansTuckunder 60ACottag ,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. es(60 series) lc 4 t (971)645-0901 54dermis@vistastructural.com a.--- Printed:30 JAN 2015, E PM � x # NT�r 0, , k Witr '4, W ,y ,, e4 `. 2&I �1 ' rfi1 r„ s, s . � J,, w , I ,. ., ,,, --,,,,,„*.,-„,,,..„,-,,,,,t ' _ , . . Lic.#:KW-06010523 Licensee:Vista Structural Engineering, LLC Description: 6600}A:Beam supporting rear wall of main floor Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PHI 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) D(0.4125)L(0.275)S(0.6875) : i i i + i -' .t��o- M4�i E ss •gy.,,:• t✓ ?1y 9 x...*" '� '� f of , "sr,:q r ✓ 5.5x22.5 i Span=21.50 ft Service loads entered.Load Factors will be applied for calculations. Uniform Load: D 0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.50 ft,(Roof load) Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall dead load) 't , ,, N' UMA+ IlrtY ' y„v ° " Desi+n OK Maximum Bending Stress Ratio = 0.753 1 Maximum Shear Stress Ratio = 0.461 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb:Actual = 1,933.98 psi fv:Actual = 140.35 psi FB:Allowable = 2,567.56 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10.750ft Location of maximum on span = 19.695 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.354 in Ratio= 729 Max Upward Transient Deflection0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.666 in Ratio= 387 Max Upward Total Deflection 0.000 in Ratio= 0 <240 I Il a(lll3liti or€es&e S_jSS�a'l.> O�111 011i; Load Combination Max Stress Ratios Moment ValuesShear Values Segment Length Span# M V Cd C RN C i Cr C m C t C L M fb F'b V fv Fv +041 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.426 0.260 0.90 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 2009.39 5.12 62.07 238.50 +D+L+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.567 0.347 1.00 0.930 1.00 1.00 1.00 1.00 1.00 48.97 1,266.28 2232.66 7.58 91.89 265.00 +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+S43 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 +3+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 60A,B,D ,,L 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) �' (9 645-0901 Bennis@vistastructural.com -,., Printed:30 JAN 2015,3.41PM WNood Beam :; . _ :Ufsersu�n„ �OCUME-1\ENERCA-1�1150.ec6 .z -'' ', �..,_ - »t ,i4C, s15,B6- s:15:i.19,Ner.6 t1 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 Cd C FN Ci Cr Cm C t CL M fb 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+0.70E+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.239 0.146 1.60 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 3572.25 5.12 62.07 424.00 +D+0.750Lr+0.750L+0.450W+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.326 0.199 1.60 0.930 1.00 1.00 1.00 1.00 1.00 45.00 1,163.56 3572.25 6.97 84.44 424.00 +D+0.750L+0.750S+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 0.541 0.331 1.60 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 3572.25 11.58 140.35 424.00 +D+0.750L+0.750S+0.5250E4 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.541 0.331 1.60 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 3572.25 11.58 140.35 424.00 +0.60D+0.60W+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 +0.60D+0.70E+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 Overall Maximum Deflections , Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.6661 10.828 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Omum 13.915 13.915 Overall MINimum 2.956 2.956 +D+}1 6.154 6.154 +D+L41 9.111 9.111 +D+Lr+H 6.154 6.154 40+S+11 13.545 13.545 +D+0.750L1+0.750L+H 8.372 8.372 +D+0.750L+0.750S+H 13.915 13.915 +D+0.60W+1-1 6.154 6.154 4D+0.70E+1-I 6.154 6.154 +D+0.750Lr+0.750L+0.450W+H 8.372 8.372 +D+0.750L+0.750S+0.450W+H 13.915 13.915 +D+0.750L+0.750S+0.5250E+H 13.915 13.915 +0.60D+0.60W+0.60H 3.693 3.693 +0.60D+0.70E+0.60H 3.693 3.693 D Only 6.154 6.154 Lr Only L Only 2.956 2.956 S Only 7.391 7.391 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 1Rj Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t� (971)645-0901 dennis@vistastructural.com Pried:20 JAN 2015,10:47 PM �e f 3 1l� st '� a E )�G rs'10iP1t? '131 E11GA 11115t4.ec6 . �y� ��n ,� #14 .��`,,r ,. , u^ i ,� , . x li,,. ,_.,, a .,., ,iit 1cltlfwam3'0f4 .44f,18:34 y z,\f0 Lic.#.KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 66(0+:Header above garage door Zi: Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i D(0.09)L(0.06)S(0.15) i i i i i tO ' bus 3,45g-In. -"- A0 6x12 • Span=16.50 ft Aj h d Loa4"° err r I Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 fl iff§GN SUililiiMRY. .'': 1 7fa. `.. AIS: Desi t n OK Maximum Bending Stress Ratio = 0.80& 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x1 2 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 i iViaxil>I' ?!m fvrCes0triessesA,r; .o Ct rrlbmation$, 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 Fv +0+1-1 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 +1)+541 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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 7PM ' 3'144 dennis@vistastructural.com Wood Beairn C11J na1DOCU1+ 11ENEPrut9cf:20RCA-1 1515, 0#.4 F .: ,a.,,.. .. r t+ ALG ING 1963-2014 solid&1411.18 Yer6.14.11.18 tic.#:�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 th Fb V fv Fv +D+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +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=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 +0+0.750Lr+0.750L+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 14-40.00 0.40 9.41 288.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3722 8.310 0.0000 0.000 Vertical Reaction ' 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 +041 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+5+1.1 1.980 1.980 +D+0.750Lr+0.750L+H 1.114 1.114 +0+0.750L+0.750S+1-1 2.042 2.042 +D+0.60W+H 0.743 0.743 +D+0.70E+H 0.743 0.743 +0+0.750Lr+0.750L+0.450W41 1.114 1.114 +0+0.750L+0.750S+0.450W41 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 7140 SW Queen Lane Project Title: Plans 60A,B,D Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM W., k ai , lUsersl0en ixll £UA-,,,,',44.1.44$1.---.4,,::f114ERCIM11100c. k 1`l1D d f1 0 ,. 0` , x ,,4:i ;.., ia :, ?,. . . Ft(,,ft. 1 6,f9a3-2414 #;1- vS-4 "1 ,, mak,. '.,. .3,s <t; ..., .;F ..i '.. .,vim.. Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:Beam through middle of crawl space ry01 I Irl : ignIkl°,7M3 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 0(0.11 1(0.44) • + +•• + a„ ; ,k r` ,,,,-- ,ti• l`" . r '...;kh,..r ,w..4es,Z,;...✓`T,^�'..<�t.'Hre .�, �,f �"Fm.ax �%`L`` 3 - '` r' A • 4x5 Span=6.50 ft Wiiiiidiriii";APV:i4:7-7TM:prip. z Service loads entered.Load Factors will be applied for calculation: Uniform Load D=0.010, L 0.040 ksf, Tributary Width 11.0 ft ...,M m Design OK DESi # 11M1W4Rt' ..., 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 11 FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +0+i_+1-1 Load Combination +04.41 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 • �I13X1fitttllA 4$5$r Strl ses r d „...-,Q Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.216 0.107 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1053.00 0.29 17.28 162.00 +044! 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 +041+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 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 +0+0.750L+0.750S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 I j Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 A Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) `R (971)645-0901 ,. dennis@vistastructural.com 7PM w, ii4 F3eatri Rc F1e C:1t1Se�'S1DeIIm510flC.17h�-t�Printl 20JAN t11130015,104Cc6 77777-, , ., � ... .,< : s .. ' c L ,1NC 1683-2'14,Butd:6.1A 11:18 Ver&(4:11.18; 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 C d C FN Ci Cr Cm C t CL M tb Pb V fv Pv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +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=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 +D+0.750L+0.7505+0.450W44 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+0.750S40.5250E+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 40.60D+0.70E40.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 Overall Maximum Deflections:: _,,.: r' Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 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 4D+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 +0+0.750L+0.750S+H 1.430 1.430 +D+0.60W+H 0.358 0.358 +D+0.70E+H 0.358 0.358 +43+0.750Lr+0.750L40.450W41 1.430 1.430 +D40.750L+0.7505+0.450W+H 1.430 1.430 +D40.750L+0.750S+0.5250E41 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60040.70E+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 Fl Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 971 645-0901 . ( ) dennis@vistastructural.com 20 JAN 2015,10:47PM � `G1Sero513 tn>514DDtRCA 1ed60 Qct s - aUi r� , a GN83 1n 41 i ,( 48:, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Column supporting 5 1/2'x 31 1/2'glulam beam above garage Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE7-10 ttt O17118tiOti r .: z x Ir;r ; Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species DouglasFir-Larch 5.50 pec 9 Exact Depth 5.50 in Cf or Cv for Bending 0.0 Wood Grade No.2 Area 30.250 in"2 Cf or Cv for Compression 0.0 Fb-Tension 900.0 psi Fv 180.0 psi Ix 76.255 inA4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi ly 76.255 inM Cm:Wet Use Factor 1.0 Fc-Prll 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(non-gib or,r) 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 0@dl',44144 :244- -:'.2:ICERNPrIrn:%El'aM 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 DESIGN$i7MM 4R0!. M ,,:,I Bending&Shear Check Results PASS Max.Axial--Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0.0 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Goveming NDS Fonimla 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 Load Colfit9iiiattoll Resi1w.;_ i ..ig Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location r `" :W s Note:Only non-zero reactions are listed aXiiflli $at"IOItS ,. ,. .. i�.::- ., kx X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base ©Top @ Base Maxis m,i fl orts,4 or Laa ;Cvmbtii ins ...: y .i. "y; Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance to. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 _ Beaverton,OR 97008Project Descr. Tuckunder Cottages(60 series) h �' (971)645-0901 .;, dennis@vistastructural.com Piinted:20 JAN 2015,10.47PM W9P,,,,,:,,,,,,,,,,,,,,,1 mn M-IIENERCA?,111150ec6 .: „ ,,; ,;. ,i.= ENERCALC,INC 1983-201 uild 6141118,Vece 74211.18, Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:Column supporting 51/2"x 31 1/2"glulam beam above garage Sketches Y lvkaaLoads 1 t�k _ , ,,, I & go, 53 � £ € Q> II r � '. €' --.I 6x6 — 0.'... 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D Project ID: 1150 7140 SW Queen Lane Engineer: DMH 1 k' Project Descr. Tuckunder Cottages(60 series) Beaverton,OR 97008 (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015 10:47PM 6 'ler'''‘'''''''' � 0 " e Rle c.l:I$000n�+s"1R9g.,h 11E{VFftCA'ltf16i1 it . ., Fa -1 .4'''. `, ,�. ",-4''.. I• ,,'3'••'-- ';•-'Sint fi 7'"- ' • - . n- . , . • -,vim - --• Licensee;Vista Structural Engineering,LLC Lic.#:KW-06010523 Description: 60A:Footings under ends of roof girder truss Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Soil Design Values = ksf fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = 250.0No pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) _ 0.30 Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - 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 deptl= ft f Min Allow%Temp Reinf. = 0.00180 when footing base is below 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 when maximum length or width is greater4 ft Use ftg wt for stability,moments&shears : Yes 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-Z Axis = 2.250 ft Footing Thicknes = 10.0 in Mfffreittgrlt:AN X ., x Pedestal dimensions... `? px:parallel to X-X Axis = in "r Z-ii pz:parallel to Z-Z Axis = in -0,117.„ m Height in 3 - a) Rebar Centerline to Edge of Concrete. �� � m at Bottom of footing = 3.0 in 3 ii 0. e1itfoFGiing„ " ,, fAa 4T „ .., z'3" Bars parallel to X-X Axis = 3 Number of Bars # 4 Reinforcing Bar Size = Bars parallel to Z-Z Axis t f f !`•t Number of Bars = 3 I " t: Reinforcing Bar SizE = # 4 tji ;II �!"` .t Ift Y-fi39Ms 1m �g:.: It, _ i 1, I'. �m . , Bandwidth Distribution Check (ACI 15.4.4.2) &t,t.un z4,4„, �atem.zr.t»,.... ,, -- Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a D L S W E H Lr P:Column Load = 3.30 2.20 5.50 k ksf OB:Overburden = k-ft M-xx = k-ft M-zz ---- —— — --— k V-x = k V-z = 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 ISit �sdennis@vistastructural.com , Printed:20 JAN 2015,10:47PM C�P.l E' ai flpllln rite C,INC.s\Dennisl4OCUME.11 18,Ve 1t1 ec6 ,.� .." ,5 �.''..," ' .. ''' ';.".,, , '1' .,.,. ." r _ ,.._ ELicen C,.INC Vista Struc14, tural nginr.6-14�1 18.,; Lic.#:KW-06010523 Licensee: Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss DESIGN SUMMARY . Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9565 Soil Bearing 1.913 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3173 Z Flexure(+X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 Z Flexure(-X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(+Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(-Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(+X) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+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+1.60S+1.60H PASS 0.3998 2-way Punching 65.686 psi 164.317 psi +1.20D+0.50L+1.60S+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 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 0.5775 +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°A 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+1.605+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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D t 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Project Descr. Tuckunder Cottages(60 Beaverton,OR 97008 J 9 series) 1, (971)645-0901 Bennis@vistastructural.com .. ._ Prin'�d:20 JAN 2015,10:47 PM Re t3 r51Ueiinr51D0it#3AAE d1Et F 11 4 ;�1l fir,�tCf© i(1f� 4 . ° �;,,,�,.�tii, ..� „ . ,f ,..t r v � w� zj14. `t -il.- 30 ..5, Lic.#:KW-06010523 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 4Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 44, 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ''' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) `.'• (971)645-0901 dennis@vistastructural.com :mPrinted:20 JAN 2015,10:47PM General�t3t1#11"f ,file -1 ERCA 11a15i�.pps ENERCALC,INC.1983-2014,Bud±6.14.1118,Vei g - ,...: sto11Vis', Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 1.279 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.279 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.733 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.733 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.770 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.770 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z Z,+0 90D+E+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK One Way;Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/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+1.60S+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 +1.200+0.50L+0.20S+E+1.6011 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+0.20S+E+1.60H 29.194 psi 164.317 psi 0.1777 OK +0.90D+W+0.90H 14.076 psi 164.317 psi 0.08566 OK +0.90D+E+0.90H 14.076 psi 164.317 psi 0.08566 OK t 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) „...,..„.......0„) 1�s, (971)645-0901 dennis@vistastructural.com ,µ,F...p Printed 20 JAN 2015,1D:47PM 77� � t gi'l 41 t � »u tae M 4 3 Fie. t0 rs UA iEN11 A A11,5s40; F..3✓ »» ,. T ,5E . ZCliS . ti i` a: .... i J* ..' r+1 Ai- iN,%`,»..,`»4'201*13ugaitl8 $44JJi8..;; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:Footings under ends 51/2"x 31 112"glulam beam above garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Soil Design Values t'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 Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of dept= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep.= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 2.750 ft Z Length parallel to Z-Z Axis = 2.750 ft Footing Thicknes = 10.0 inipaggiailigailigaM r EiMieWilialdialigfaliPiNkg Pedestal dimensions... X px:parallel to X-X Axis = in N ' pz:parallel to Z-Z Axis in _ `�k „ Height in �" a Rebar Centerline to Edge of Concrete. , . at Bottom of footing = 3.0 in Pa=romazsapassagawagaimii R@1ilf frcirig' ii ` .>,, . 2' w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 ElitiF J t,aears i «Fr' r t= f si ReinforcingBar Siz( = # 4 F ® Bandwidth Distribution Check (ACI 15.4.4.2) " " r &".....ith-.'4 —'4 '"' "''''''""'�-r:mom kAS' ':� "l' 'I Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a 4& ed t tads. y.. g. . ..., l 5 14.n 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-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D tt. . 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) s . 40 (971)645-0901 7 l dennis@vistastructural.com y,`"`-` ,,,�.,,,A,r' Printed:20 JAN 2015,10:47PM G-641:6;44;24;1 ;i)`62':!;1111:0F ;',',7:11 Fite,C:\USerslD nnislDOCUAtE-11ENERCA 111150ec6 . . ,_ ;: '' Q .4",j,. . v v,fi .,y.. . , NERCALC INC.1983-2Q14Byl&�141118,Ver_l411,18L; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 51/2"x 31 1l2"glulam beam above garage DESIGN SUMMARYDesign 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 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 01.16 uming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ',,SIidii g 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? inA2 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+0.50S+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+1.60S+1.60H 2.586 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.586 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.401 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.401 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0,90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.40D+1.60H 1.076 -X Bottom 0.216 Min Temp% 0.2182 4,488 OK ) Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prin'ted:20 JAN 2015,10:47PM . c L Y i`# // b' 1 ✓, V iV - i�IS I �iY-,PR�7 Sew_ 'aerie ar Ffl t1 � a .n �, d r s�w�, �`�`.. 7�"i.'983-1(170 T A 4,+�„ `�_ Lic.At''''''':KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 5 1/2"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 4 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10 47PM �� ' v �' as sY".«s: r' •'" '� °" ,.'zlt� ..........-_,;46*.,.-,.. a z �a � �a« �fi`'' ��` � �" F �` '�StiSit3�htIt51QOGUSENfRC;A-�1fi150.eC6 >i ( b-" . _2.. _ems ' _....:,:.>.,....:,.;;!! ' t: 4 i,,,,�' yrl `�`19 Ni ikik1118,Ver614.11.18: Lic.# KW-06010523 Licensee:Vista Structural Engineering,LLE Description: 60A:Footings under ends 5 112"x 31 1/2"glulam beam above garage 1=00n10e0re 1 Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+1.60L+0.505+1.60H 1.976 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60L+0.505+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+1.60S+0.50W+1,60H 2.401 -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+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+0.205+E+1.60H 1.292 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 1.292 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z Z,+0 90D+E+0 90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK ZZ] +0 90D+E+0 90H 0;6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 10.561 psi 10.561 psi 10.561 psi 10.561 psi 10.561 psi 82.158 psi 0.1285 OK +1.200+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+0.205+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 �..,... 6_. : .. .�.._ ...... .�, ..�.�'� `s All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 42.171 psi 164.317psi 0.2566 OK +1.20D+0.50Lr+1.60L+1.60H 59.344 psi 164.317 psi 0.3612 OK +1.20D+1.60L+0.505+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+1.601- 36.147 psi 164.317 psi 0.22 OK +1.20D+0.50L+1.608+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 164.317psi 0.3082 OK +0.90D+W+0.90H 27.11 psi 164.317psi 0.165 OK +0.90D+E+0.90F1 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 ij Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ` ¢ (971)645-0901 14 dermis@vistastructural.com . Printed 20 JAN 20151047PM ,. s z$ a a+ -..r _ a v4thiiit t 1 NE'11 1GA " .3 4 1417$,1 1, .,,,„ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5112"x 19112"glulam beam above garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Soil Design Values 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 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 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 _`� , rfii Width parallel to X-X Axis = 1.667 ft Z Length parallel to Z-Z Axis = 1.667 ft Footing Thicknes = 10.0 in „- X Pedestal dimensions... .Y px:parallel to X-X Axis - in01) 11.100*Meilit 4” ri#MA pz:parallel to Z-Z Axis = in _ rn I alk.5.**ri4. v- izAti , 5 , 1 a ': tom Height in al Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in ° ' z !. lr, „ u Re fd ci1 .:. ,.. .�:.. 1 -8-s/16 w Bars parallel to X-X Axis = Number of Bars 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis :1p ,t i ..., ,f€ _ r Number of Bars = 2.0 �'; „x i' fti z xxse u Reinforcing Bar Sizf = # 4 :"_ j t ,:L , <, i t t Bandwidth Distribution Check (ACI 15.4.4.2) ' t 1 f»;:;,: • ,,;• .•.: sc .rtf szifi •' '' __.a W.. tt:i titng1014 i t?tr-:,_•• • z z section Loo dng m+x Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applaettilods! -''.:!,i4-7--'1:541FACATEWM D Lr L S W E H P:Column Load = 2.950 1.610 0.810 k OB:Overburden = ksf M-xx k-ft = k-ft M-zz = k V-x = k V-z = 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) S,, (971)645-0901 Lpor dennis@vistastructural.com d Printed:20 JAN 2015,10.47PM A',i i@t' ii 1 C:�U nk ME 1 RCA 1t115oec6 : 17:,990:91;,F44,-)2v' -.. . :.,•' ,- _ - „ , ,ENERGALc,iNC 198 2U14,parts:1.4mA,v, a 1>is n Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage DESIGN SUMMARYDesign 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+0.505+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 +,.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/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio OvertumingStabrlity Rotation Axis Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding StabiIiiy 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? inA2 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 Mtn 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+1.605+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+1.605+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 7140 SW Queen Lane EProjeneer t Descr. DMH Project Cottages(60 series) Project ID: 1150 ti Beaverton,OR 97008 . , # (971)645-0901 dennis@vistastructural.com �± ,.. Printed 20 JAN 2015,10:47PM G Tf� a� f L `} P 9ekS IC115 u 33 t f El I '. .._<,. ,..,..,n,z_ .a.�...; .��,,,,., �,e�- Zi ��.Ry„ ;��.:.m�fiNi, ....A.�..,��,.. .,..�r.. if, .G��„.,�,>..,�r�.,��� 4 ,'. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 51/2"x 191/2"glulam beam above garage Z-Z,+1.40D+1.60H 0.5163 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D-+0.50Lr+1.60L+1.60H 0.7645 +X Bottom 0.216 Min Temp% 0.240 4.926 OK 111110 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) Mi , 1 (971)645-0901 W. dennis@vistastructural.com Printer 20 JAN 2015,10 47PM ,€1e c_SUserslDennislDOCUt,E itENERCA 1 1150 ec6 General Foo#Ing ENERCA>c,,�r e.�sa3 2o1 Bu�as 1411.1&vers j � .a 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 ,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 inA2 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+1.60S+1.60H 0.7051 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.505+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 I Phi*Vn Status +1.40D+1.60H 4.424 psi 4.424 psi 4.424 psi 4.424 psi 4.424 psi 82.158 psi 0.05385 OK +1.20D+0.50Lr+1.60L+1.60H 6.552 psi 6.552 psi 6.552 psi 6.552 psi 6.552 psi 82.158 psi 0.07974 OK +1.20D+1.60L+0.50S+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+1.605+0.50W+1.60H 5.18 psi 5.18 psi 5.18 psi 5.18 psi 5.18 psi 82.158 psi 0.06305 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+0.50L+0.50S+W+1.60H 5.088 psi 5.088 psi 5.088 psi 5.088 psi 5.088 psi 82.158 psi 0.06193 OK +1.20D+0.50L+0.20S+E+1.60H 4.828 psi 4.828 psi 4.828 psi 4.828 psi 4.828 psi 82.158 psi 0.05876 OK +0.90D+W+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK +0.90D+E+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 18.73 psi 164.317 psi 0.114 OK +1.20D+0.50Lr+1.60L+1.60H 27.737 psi 164.317 psi 0.1688 OK +1.20D+1.60L+0.50S+1.60H 29.574 psi 164.317 psi 0.18 OK +1.20D+1.60Lr+0.50L+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+1.60Lr+0.50W+1.60H 16.054 psi 164.317 psi 0.0977 OK +1.20D+0.50L+1.60S+1.60H 25.583 psi 164.317 psi 0.1557 OK +1.20D+1.60S+0.50W+1.60H 21.932 psi 164.317 psi 0.1335 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+0.50L+0.50S+W+1.60H 21.542 psi 164.317 psi 0.1311 OK +1.20D+0.50L+0.20S+E+1.60H 20.44 psi 164.317 psi 0.1244 OK +0.90D+W+0.90H 12.041 psi 164.317 psi 0.07328 OK +0.90D+E+0.90H 12.041 psi 164.317 psi 0.07328 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ji, 7140 SW Queen Lane Engineer: DMH Project ID: 1150 StBeaverton,OR 97008 Project Descr Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015 1D 47PM W�F aim g `i i 5 < g"'t0Ots10enn51(7t •,•••-,-;11/301--•.,,=,... es& :.:.� 1... 4 ,,,E r. " ...,t v ,��' coN ...� , ' .1 ii8 ''. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B0:Header at right side of master bath and 2nd floor community bath Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i i(0.195)L(.13)S(0.325) • i •��"-.Yk • A2-2x6A Span=2.50 ft �. Service loads entered.Load Factors will be applied for calculation: F� �plled LtlaS ... .� ���< . �'.., ; xm PP Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 fl (:'-WESJGNSUMlItRY :. ?° `',.,. R ,. 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 • • • • • ; axli�n4 Fes``,rtittrisse 'or>Tt to #).....6iii 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 iv 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 1170.00 026 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 +4J+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 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 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 it 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ..,.........) Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 971)645-0901 dermis@vistastructural.Com Wovd Beam Fik,1 u 11loPcua Printed' JAN n115,0-eC6 '� ,.. .., . e�C1NC:1t3832i11d i6.1411.1a�vers.r4.it.is :" Lrc #:KW-06010523 _ � z:~ Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V Iv Pv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.70E+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+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.097 0.073 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.30 1872.00 0.23 21.11 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.178 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 332.39 1872.00 0.43 38.70 288.00 +0+0.750L+0.7505+0.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 0.09 844 288.00 +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 Deflections : Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0071 1.259 0.0000 0.000 Vertical;Reactionss 'n 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+Lr41 0.244 0.244 +D+S+H 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 +D+0.750L+0.750S+H 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+0.750L1+0.750L+0.450W+H 0.366 0.366 +1J+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 uEngineering,LLC Project Title: Plans 60A,B,D Ilk 7140Vista SWStrQueenctural Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1.t.:.0,.,,I.,104451,)(971)645-0901 dermis@vistastructural.com a.Na "# ' ', s 4 V ` R �G.it serst014* DOPP>i 20 Cp-1 1150AN 4, z% t> a a , ,,e,N _� •,, �ti w . •;,f, ,;NE G ` if ,,l3 s §tt ±iy1 As Lt Lic.#:KW-06010523 Licensee.Vista Structural Engineering 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) • $ V V V $ • •• • • • • A A 2-2x6•• • • Span=3.0 ft • LEa tt5 a� R g : WService 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 QESIGN SiUM+MAR Desi.n OK Maximum Bending Stress Ratio = 0.356 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+0.750S+H Load Combination +D+0.750L+0.750S+H • • Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 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 • • • VO o4s, 1iiiii4T7 ad ComtHnrns Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V fv Fv +0+41 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 1053.00 020 18.63 162.00 +{)+{+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 +O+1J+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 to, 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) 1ito1 c (971)645-0901 k dennis@vistastructural.com ,. Printed:20 JAN 2015,10.47PM fle= :lU rs11TE[m151©OCUt -1\ENERCA-t11150.ec6; N9..,-04 Beam EN5RCALC,INC.1%33,2014,a,0a:6.14.111a,Ver 6 413.18 Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of laundry room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Fb V fv Fv +0+0.60W+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.093 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1872.00 0.20 18.63 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.093 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1872.00 0.20 18.63 288.00 +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 +0+0.750L+0.750S+0.5250E+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 0.256 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 1 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 q Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0148 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 0.804 0.804 Overall MINimum 0.176 0.176 +D+H 0.293 0.293 +D+L+1-1 0.488 0.488 +D+Lr+H 0.293 0.293 +D+S+H 0.780 0.780 +0+0.750Lr+0.750L-41 0.439 0.439 +D+0.750L+0.750S+1-1 0.804 0.804 +D+0.60W+H 0.293 0.293 +D+0.70E+H 0.293 0.293 +D+0.750Lr+0.750L+0.450W+H 0.439 0.439 +n+0.750L+0.750S+0.450W+H 0.804 0.804 +D+0.750L+0.750S+0.5250E+H 0.804 0.804 +0.60D+0.60W+0.60H 0.176 0.176 +0.60D+0.70E+0.60H 0.176 0.176 D Only 0.293 0.293 Lr Only L Only 0.195 0.195 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D fr' 7140 SW Queen Lane Engineer. DMH Project ID: 1150 a r Project g (60series) ( Beaverton,OR 97008 j ct Descr. Tuckunder Cottages (971)645-0901 dennis@vistastructural.com Y"""'"�r Printed:20 JAN 2015,10:47PM f 1_, p i - 40'4�'' `' tI ` ; 1W ,r ,* Or, ie.�''c40.61etsit tntsV3l3CUA 1fT7f, A"ft1Mt 6 .,.,i. v*,*'.�... ., F 4f4 of., ` t„ .. c N Ettt ,G IN ,f983-2014$u 61 y 5$;3 ti14,1t,., ,u Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of bedroom#4 p MOTOMWOVSITP igEra Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-1 0 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L(0.13)S(0.325) A A 2-2x8 Span=5.50 ft EASORAOC---nitilit5r7WiliTiaRi Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.011 DESIGN WFP/A+I1iAARY , ; „ •k, Design OK Maximum Bending Stress Ratio = 0.745: 1 Maximum Shear Stress Ratio = 0.384 : 1 Section used for this span 2-2x8 Section used for this span Y-2x8 fb:Actual = 925.84 psi fv:Actual = 79.43si FB:Allowable = p 1,242.00 psi Fv:Allowable - 207.00 psi Load Combination +D+0.750L+9.750S+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 Wgiiii, , ,fit 5&,S Sses�i' «oad OMiNnndtlpli$ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CI_ M ib Fb V fv Fv +04H 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 +0441 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 +D4r+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 +13+341 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-+0.750L41 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 +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=5.50 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 i 7140 SW Queen Lane Engineer: DMH Project ID: 1150 141444 c ,, Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4 ' (971)645-0901 f 4 dennis@vistastructural.com �,,,�:�-'- Printed:20 JAN 2015,70A7PM WOOt� Beam,. ,,. ,,;. ... ,,,', . EtdERCALC,INN 988-2014,B 14 18,Vec814.118 Lic.i: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 CI Cr Cm C t CL M lb Fb V fv Fv +D+0.60W+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 0.195 0.100 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.195 0.100 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.292 0.150 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.11 505.01 1728.00 0.63 43.33 288.00 +0+0.750L+0.750S+0.450W4l 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 1200 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 Overall Maximum Deflections 3.:, - , Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deli Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0729 2.770 0.0000 0.000 Vertical 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+LL+H 0.894 0.894 +D+Lr-+H 0.536 0.536 +D+5+H 1.430 1.430 +D+0.750Lr+0.750L+H 0.804 0.804 +0+0.750L+0.750S41 1.475 1.475 +0+0.60W+H 0.536 0.536 +D+0.70E+H 0.536 0.536 +D+0.750Lr+0.750L+0.450W+H 0.804 0.804 +D+0.750L+0.750S+0.450W+H 1.475 1.475 +D+0.750L+0.750S+0.5250E+H 1.475 1.475 +0.60D+0.60W+0.60H 0.322 0.322 +0.60D+0.70E+0.60H 0.322 0.322 D Only 0.536 0.536 Lr Only L Only 0.358 0.358 S Only 0.894 0.894 W Only E Only H Only 1 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) 1/4311' (971)645-0901 dermis@vistastructural.com Printed:20 JAN 2015, 7PM " @ :mac i,,` ;N , - USerSlAenniSit�0CU_ ,,,Tt'7ERCA"3t1lsp4 s ,4.a.. .. • o ERCA;I1.',1 :VistatSt Bid al En lrer6 1 $,...:' Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan fifA �� 5 : 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(0.195)L(0.13)S(0.325) • • AA 2 Span=4.50 ft APplt Load-_ % r P7 . g Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft DE 1GN SUMMA �' ; ;; Design OK Maximum Bending Stress Ratio = 0.499i 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 619.78 psi 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-41 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 7 Ma)ci[tltltfl FOrc =8s Sttt`+I.'s5ej4r �,ad it3>r► i�taif>�tIll Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t CI_ M fb Fb V fv Fv 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.232 0.138 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 972.00 0.32 22.31 162.00 +9+1+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 0.348 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 +p+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.167 0.099 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 1350.00 0.32 22.31 225.00 +4J+S++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 0.484 0.287 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.32 601.00 1242.00 0.86 59.49 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.250 0.149 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.74 338.06 1350.00 0.49 33.46 225.00 +D+0.750L+0.750341 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 Vista7140 StructuralSWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) jLP j (971)645-0901 ' dennis@vistastructural.com -•' Printed:20 JAN 2015,10.47PM lit Kl 8F4e Cltlse(sloennis1DOCi1A -.1tENERCA-1111S0ec6 N 4-,--..-;:„4-',',.'A'.:=5,:,- ENERCALC"INC 1983-2014,.8uid:&14111a,Ver61411.18.; Lic.#;KW-06010523 Licensee.Vista Structural Engineering,Lit Description: 60B&D:Header at left side of stairway on roof framing plan Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d CFN C i Cr Cm C t CL M ib 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+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.196 0.116 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 338.06 1728.00 0.49 33.46 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.359 0.213 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1728.00 0.89 61.35 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.359 0213 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 Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0326 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 +D4+H 0.731 0.731 +D+Lr+H 0.439 0.439 +D+S+H 1.170 1.170 +D+0.750Lr+0.750L43 0.658 0.658 +D+0.750L+0.750S+H 1.207 1.207 +D+0.60W+H 0.439 0.439 +0+0.70E+H 0.439 0.439 +D+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 j7140 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 2015,1P47PM �.''',qr �' y� 4 Fi tnkOnenntsgcUtu 4NERCAw1150ec8 ;114Q , � ., ,.Kar . .. , - .4: , , k-�c y' .E ' 0 ;4'f 8r+t .4 ,0,,r�# o Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC LC 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-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 y 0)0.195)L)0.13)0(0.325) y V i V 0)0.165,irL(0.44) + t 0.08) * V wV V V A A ahs Span=3.50ft 01 AC/ 1 z Service loads entered.Load Factors will be applied for calculation: Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof) EIGNSMARDesign OK .. Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56 psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.025 in Ratio= 1689 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M lb Fb V fv Fv +D4I 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 3527 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+Lr4l 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+S4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D g 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 5° dennis@vistastructural.com r Printed 20 JAN 2015,10.47PM dile C 1tlsets Wood$ fti , i ,.ENERCALC,iNG. B ddb 4d 8 ed 141178 .,�. Lic.#:KW-06010523 Licensee:Vistari Structural Eng neer LLC Description: 60B&D:beam at right side of kitchen 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 ib 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 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 1200 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 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+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.60D+0.70E+0.60H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 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 NlaximumDeflecilons- > 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 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+0.750S41 1.953 1.953 +D+0.60W+H 0.779 0.779 +0+0.70E+H 0.779 0.779 4)+0.750Lr+0.750L+0.450W41 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only (140,0 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D L7140 SW Queen Lane Engineer: DMH Project ID: 1150 Fj Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 Ndermis@vistastructural.com Printed 20 JAN 2015 10 47PM :iiiiiiPi. r .'p F t P s in:SOW � r,AU*lt lrrJaV3g0CPW-1 NI c1,i't11 f5A.*6 rx,t1,<... 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Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of powder room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 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 i V Wo.,ss u+3)sm.�s) V V + + oro.,ss�uaaa) + i i * V i • • • A 2-2x8 Span=3.WR i- APPli (coos ._ r T-zt_,. ,. ,,, gto 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 SOMMARY. ': 7 '44' 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+}{ 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 Nlcirrl*Fvices&'1atresses fa,Li3ad Cornl;matitns 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 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 +04L+l 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-1-r+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 +1J40.750Lr40.750L+41 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 o. Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) is j i (971)645-0901 �' dennis@vistastructural.com .,•„ Printed:20 JAN 2015,10:47PM -. Rte.=C:UseisIDeonisVDOCUI E-l\ENERCA-111150 ec6 1 00 8 c111t „, .; ENF-RGALC,INC.1983-2014,Bund:6.141;98,-Vec6.141 a 1s Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60B&D:beam at right side of powder room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb Fb V fv Pv Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +D+0.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +D+0.750L+0.750S+0.450W+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 Overall Maximum Deflections Load Combination Span Max.'"Del 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 VBI#ICflI'React10115... 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 +0+0.750L+0.7505+0.5250E+1-1 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 s 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 2015,10:47 PM .��O r r':''i iPK, � .; ., ,�1, ;. 1r A is. lit2R 113660,1 *1390,, ^'tka,E9f9 11*. t r Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of entry Eit$Er:.,AFWAWSNI*:;;*RaarfNP:24717. Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L(0.13)S(0.325) * y D(0.165)L(0.44) D(0.53• (1.43) y, D(0.08) i • 3.5x9 Span=6.50 ft 1.,-Applied LoadsKy':- `VService loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0->>4.250 ft, Tributary Width=11.0 ft Point Load: D=0.5360, L=1.430 k @ 4.250 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) UESIGN SiJMMA1Yf, Design OK Maximum Bending Stress Ratio = 0.72& 1 Maximum Shear Stress Ratio = 0.565 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 1,746.81 psi fv:Actual = 149.74 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.701 ft Location of maximum on span = 5.765 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.080 in Ratio= 971 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.140 in Ratio= 557 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maxim Forces&5tresse x iAAr tit41 4 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=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 2160.00 127 60.53 238.50 +0441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.728 0.565 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.88 1,746.81 2400.00 3.14 149.74 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.232 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3000.00 1.27 60.53 331.25 +0+S4j 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#0.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Hans 60A,B,D a 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) g 1. i (971)645-0901 "‘ `V dennis@vistastructural.com _rte„m. Printed:20 JAN 2015,10 47P WDctiBeam -:„,,,,,4„.„..,-, =C1fJsersl0ennisl©OCUM� 11ENERCA>j1150> ._<..<.. - _ . .z.,; .,. -.I , t , . , `, ,,. ,ENEKALC"INC 19832014 Build:&14.1118 31erO 14 818 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r cm C t CL M tb 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+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.181 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3840.00 1.27 60.53 424.00 +0+0.70E+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+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 0.386 0.301 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.84 1,483.41 3840.00 2.68 127.44 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.470 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 3840.00 3.29 156.62 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.470 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 3840.00 3.29 156.62 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.109 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 416.70 3840.00 0.76 36.32 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.109 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 416.70 3840.00 0.76 36.32 424.00 Overall Maximum Deflections ,. .,,?< Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +3+0.750L+0.7505+0.5250E41 1 0.1399 3.297 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.976 3.742 Overall MINimum 0.931 0.884 +D+}1 1.551 1.473 +0+1.4I 3.727 3.442 +0+Lr+H 1.551 1.473 +D+S+H 2.608 2.530 +D+0.750Lr+0.750L+1-1 3.183 2.950 +0+0.750L+0.750S41 3.976 3.742 +D+0.60W+H 1.551 1.473 +J+0.70E+H 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 +D+0.750L+0.750S+0.5250E+H 3.976 3.742 +0.600+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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 4 "' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) SI; (971)645-0901 i dennis@vistastructural.com .,,,,,,,,00„) `°����- Posted:20 JAN 2015,10:47PM s rc . y g Yu G S,-n U �CS�$1r x�‘a117 , oa .; wr1 � yq'5 -eC.6 =.N, -,-.. 1, x ....� .314: �ss? J <.. __ ✓sz4:4z. :=dikirim -.1.143 x ),0 � �4,,I. Lic.#:KW-06010523 Licensee:Vista Structural Engineering, LLC Description: 60B&D:beam at left side of great room above bumpout Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 (0.195)L(0.13)S(0.325) D(0.04)0(0.05) + V * * D10.16511-(0.646 co L(1.43) D(D 08) Atantiagge, S' fix:z A A 2-2x12 Span=4.50 ft Appllesl l vad0_, = g .,,', y T Service loads entered.Load Factors will be applied for calculation; Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,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 Nlax�ritnim Perces&5wtirees,#irif (�ni f Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CI_ M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.377 0.221 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 810.00 0.81 35.82 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.865 0.499 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.10 778.21 900.00 2.02 89.88 180.00 +0+Lr41 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+S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.469 0.279 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.56 485.15 1035.00 1.30 57.71 207.00 1 ptiVista 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 " a dennis@vistastructural.com Printed:20 JAN 2015,10:47PM l ile C:tUserslDannislt)OCUt _11ENERCA 111150.+c6' Wo©d Beam ` Efd83 CA1J 1t40 i9832014.8uld&14 11.18,V r8 i 4.11.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of great room above bumpout Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Pb V fv F'v +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 0.339 125 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 +0+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.212 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1440.00 0.81 35.82 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.458 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.48 659.95 1440.00 1.72 76.36 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.552 0.322 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1440.00 2.09 92.79 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.552 0.322 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1440.00 2.09 92.79 288.00 +0.600+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 .0%1'e' ,,',,.. . Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0247 2.234 0.0000 0.000 VertiCaii Reactionsx_ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.201 2.644 Overall MlNimum 0.753 0.642 +D+H 1.255 1.070 +D+L+H 3.005 2.325 +D+Lr+H 1.255 1.070 +D+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 +O+0.70E+FI 1.255 1.070 +0+0.750Lr+0.750L+0.450W41 2.568 2.011 +0+0.750L+0.750S+0.450W+1 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 1.255 1.070 Lr Only L Only 1.750 1.255 S Only 0.844 0.844 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) . . (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM ' w :gli 0 7 � � )slttf4 1 oceiwiCA0t1'1 7ton: I� M 1k F3u fi; t1,7 e1 11"t,8;.4 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: p�660BB&D:beam at back left of great room 14,00-W Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PHI 1,350.0 psi Eminbend-;o( 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.195)L(0.13)S(0.325) i V V V i 1 + 0)0.1655L(0.44) * ir V i 0(0.08) i i • III A 2-276 Span=3.0 ft :'''.7Aii„070,,,oiorfff=7:-NNFZ-,::::115:1t,E111WERService 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 .:5 ! `..z, . .:` 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 +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span_ = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio= 2292 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.031 in Ratio= 1172 Max Upward Total Deflection 0.000 in Ratio= 0 <240 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=3.0 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 +D4j4 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+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 971 645-0901 ( ) ''''PBennis@vistastructural.com Prink¢20 JAN 2015,10:4i PM Wood Beamrue=O U n� OCU E- CA-1 1snecs a�. ..�.. '� - ' ;�.� ENEF2CALC,INC.1983-2014 BuldS.141118 AV 61417.18 ."<' 'Lie,# KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at back left of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M tb Pb V fv F'v Length=3.0 ft 1 0.532 0.370 125 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 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.212 0.147 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1872.00 0.47 42.40 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.415 0.289 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 777.59 1872.00 0.92 83.25 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.532 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1872.00 1.17 106.54 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.532 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1872.00 1.17 106.54 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.127 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 0.28 25.44 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.127 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 028 25.44 288.00 Overall Maximum`Deflections_ ,-- :- Load Combination Span Max "Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 VeiticaI ReaCt10ns '' 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 +0+H 0.666 0.666 +D+L+H 1.521 1.521 +D+Lr+H 0.666 0.666 +D+S+H 1.153 1.153 +D+0.750Lr+0.750L+H 1.307 1.307 +D+0.750L+0.750S+H 1.672 1.672 +D+0.60W+H 0.666 0.666 +D+0.70E+H 0.666 0.666 +D+0.750Lr+0.750L+0.450W41 1.307 1.307 +D+0.750L+0.750S+0.450W+H 1.672 1.672 +D+0.750L+0.750S+0.5250E+11 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 �e I \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ` (971)645-0901 eff dennis@vistastructural.com � ,,, PrinW:20 JAN 2015,10:47PM zWtof� l elm : `/N &' A 0lse,fs nn eta 1iI:NERCi3 �"tlec6,�'�. r � 1? 8 .4 $ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60880:beam at front left of bonus room 0.003 rrFfRE1*GE,$ / ,..E... Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 y + D(0.185)l-(0 3)5(0.325) * ♦+ 0)0.165 140.44) • * D(0.08) $ * V t EFf7.7T(MP.2;WZREFROPTORARIEt kiagfonagaWMAWaiEfrESESEE 2-2z8 Span=3.50ft 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) DESIGNSLiMMARY . *, • 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 Maxi mi fWC*i S ort_ts;~ :rP4ittattonC --Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t C L M fb Fb V fv Fv +D+11 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.320 0.218 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 972.00 0.51 35.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.657 0.447 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.55 709.56 1080.00 1.17 80.46 180.00 +D+Lr+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +4J+S+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 53826 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 Vjista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) r/` (971)645-0901 , dennis@vistastructural.com Printed:20 JAN 2015,10 47P �e=CtUsers\Dennis RGA'811 ec6 • Wood-Pearn ri ,- Y.; ... EN c;1Nc 1883-2o1 s.14 8Neca1 18 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 Cd C FN Ci Cr Cm C t CL M fb Fb V iv 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 +0+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+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +0.600+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 "Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+1-1 1 0.0249 1.763 0.0000 0.000 c Support notation:Far left is#1 Values in KIPS VertIcal-,.Pe iPns` -- . 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++i 1.527 1.527 +D+0.750L+0.750S+H 1.953 1.953 +D+0.60W+H 0.779 0.779 +O+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only "' Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastntctural.com Printed:20 JAN 2015,10:47PM . '' r'e i C1tseS1Denms E,s ,,eTRAU5fl.' e3 „WC" uCi4• $ Ezff, , `� -at ` ' . .' . ` ` , $ ii ,iie.x : -06010523.,. �a '' a . =0r , . LicenseeVista Structural Engineering, ,LLC Description: 60B&D: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-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(0.03)L�TY VD 2)S)0.05) y y 0(0.075 L(0.2) V V C70 V V mom.. a,- �� C ��., �;i ,;5ii ��AW+5,4g'�., A z ae A Span=5.04 '°T*Ii1i0,7" 4$_ ..;.; i„ :litii:Mik: 12Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=2.0 ft,(roof load) DES1G �SJMM+MRY Y�. ., Design OK • Maximum Bending Stress Ratio = 0.535: 1 Maximum Shear Stress Ratio = 0.294 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 577.88 psi fv:Actual = 53.01 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+Ht Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 2939 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.038 in Ratio= 1596 Max Upward Total Deflection 0.000 in Ratio= 0 <240 wki;lml m S=or es&$ asses.#or Lo aF„„., ombtnktuns j Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M I'D 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+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 0.535 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 +0+41+1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.196 0.108 1.25 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+5+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.270 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 +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=5.0 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 tj:` dennis@vistastructural.com Prinbad JAN 2015, 7PM g.. 4 ; ;1Users0apiOCOCIAE 1SENpFCA 11113re6WOOLBea1 ,, MEERCALC,1NC.19832914Butd-81&11:8;Ve;&14,11.18; 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 C d C FN Ci Cr Cm C t CL M fb Pb V fv Pv +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +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=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+0.70E+4-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.153 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+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.320 0.176 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1728.00 0.74 50.72 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.320 0.176 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1728.00 0.74 50.72 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.092 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.35 158.38 1728.00 0.21 14.53 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.092 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.35 158.38 1728.00 0.21 14.53 288.00 ''Overall.Maxtr►ium Deflections .?,- , Load Combination Span Max '"Dell Location in Span Load Combination Max."+"Defl Location in Span +0441 1 0.0376 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 1.013 1.013 Overall MINimum 0.125 0.125 +D41 0.463 0.463 +D+1_+H 1.013 1.013 +D+Lr+H 0.463 0.463 +D+5++1 0.588 0.588 +D+0.750Lr+0.750L+H 0.875 0.875 +D+0.750L+0.750541 0.969 0.969 +D+0.60W+H 0.463 0.463 +D+0.70E+H 0.463 0.463 4)+0.750Lr+0.750L+0A50W41 0.875 0.875 4)+0.750L+0.750S+0.450W41 0.969 0.969 +D+0.750L+0.7505+0.5250E41 0.969 0.969 +0.60D+0.60W+0.60H 0.278 0.278 +0.600+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 siltio Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Bennis@vistastructural.com Printed 20 JAN 2015 10 47PM ota . � , „ w �e� .xEr� : . �s�.` ��� n., __€. �x2 �� a.u.¢a . 0 �. . � .- moi�. ��t �14 i ��� #r4 � Lic.#•KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B8D: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-Pdl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling y + 010.09)L{ )S(0 15) i 0)0.045)L(0.12) i i DOM) i i A 2-2z6 Span=3.50ft AApplied Loads 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=3.0 ft Uniform Load D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft,(roof load) ."kith NSOMMARYfM , A i 1 Design OK Maximum Bending Stress Ratio = 0.41a 1 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 561.88 psi fv:Actual = 54.78 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+1-1 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 ViiiiiiiiiifOriaMiiiiiiVfadtiiiiiiiiiiifeig 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 Pv 40+411 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 +.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 0.410 0.260 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.60 479.88 1170.00 0.51 46.79 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.179 0.113 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1462.50 0.28 25.47 225.00 40+5+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 0.330 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) _ ", a' (971)645-0901 r: dennis@vistastructural.com Printed*20 JAN 2015,10:47PM cfkid Beam'', F =C ClUsers efin051DOCWE ' 1CA.1t1150 ec6 ,x.�... ENERCAL ,INC 1983-2014 Buld:6.14.111118 Yer6,1411.16 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Fb V iv 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 26120 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 1872.00 028 25.47 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.227 0.144 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.54 425.21 1872.00 0.46 41.46 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.084 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.72 1872.00 0.17 15.28 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.084 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.72 1872.00 0.17 15.28 288.00 OVeraii,Maixtmum'Deflectio is Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.7505+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+5+H 0.639 0.639 +D+0.750Lr+0.750L+H 0.613 0.613 +D+0.750L+0.750S+H 0.809 0.809 +D+0.60W+H 0.376 0.376 +D+0.70E+H 0.376 0.376 +4J+0.750Lr+0.750L+0.450W+H 0.613 0.613 +D+0.750L+0.750S+0.450W+H 0.809 0.809 +D+0.750L+0.7505+9.5250E41 0.809 0.809 +0.60D+0.60W+l.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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Bennis@vistastructural.com ,,,,,:,; ' ---;;; r� �+��/� YYa� .Y.{}P inttect 20 JAN 2015,10:47PMrn d Bim.-^d -- 3'4l.S,1,5,',* . 4 E,, 4 ja- .,Y. --,F,xa¢+ s�" / V RCII�C N iiia,+.i4 tI. jJ 18 :.. 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-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Pep 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(0.0525)L(0.035)S{0.0875) • i i i i i r •sz �•5. t! ..3.. ria,. x a� 'r t ' , <a • 4x10 A • • Span=15.250 ft • Applted goads ' ra <gin is RqService 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 f1 DES;T+.�1U SilMA9AlWr .,. . " ;".'., .:, Des i'n 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 +-+0.750L+0.750S+H Location of maximum on span = 7.625ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.290 in Ratio= 631 • Max Upward Transient Deflection 0.000 in Ratio= 0 <360 •• Max Downward Total Deflection 0.478 in Ratio= 382 •• Max Upward Total Deflection 0.000 in Ratio= 0<240 • • `Maxtmu n Fomes&W41.t'or.L ad Combll4#oins Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN c i Cr C m C t C L M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=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 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.788 0.216 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.07 978.50 1242.00 0.97 44.77 207.00 +0+0.750Lr+0.750L41 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 ,, S,.<911t, 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) illit (971)645-0901 "wdennis@vistastructural.com ..,.., Printed:20 JAN 2015,10:47 PM Wood earn " sig ealnal4 Build -6.14.11 111150. 8 Lic.#:KW-06010523 ELiRCALC INCI C 1983-2014.Build&14.111831er&141l;18, Vista Structural Engineering,LLC Description: 60B:beam at left side of front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN 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 +70+0.70E+-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 0.212 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 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 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 +0+0.750L+0.750S+0.5250E4I 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. Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.4785 7.681 0.0000 0.000 Veiiica1 Reactions', 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 +041 0.400 0.400 +D+L+H 0.667 0.667 +D+Lr41 0.400 0.400 +D+S+H 1.068 1.068 +0+0.750Lr+0.750L+H 0.600 0.600 +D+0.750L+0.750S+H 1.101 1.101 +D+0.60W+H 0.400 0.400 +0+0.70E41 0.400 0.400 +0+0.750Lr+0.750L+0.450W41 0.600 0.600 +0+0.750L+0.750S+0.450W41 1.101 1.101 +D+0.750L+0.750S+0.5250E+H 1.101 1.101 +0.60D+0.60W+0.60H 0.240 0.240 +0.60D+0.70E+0.60H 0.240 0.240 D Only 0.400 0.400 Lr Only L Only 0.267 0.267 S Only 0.667 0.667 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Bennis@vistastructural.com Pnn'sd:20 JAN 2015,10:47PM PA . : t, '' vNTA': ` va . . tt t' �e 13�'413 OPCCU6IFIE,CA 1W6 r ''Ci . .'. sd , " EERRCA ING1! 14l10i442r18Ver8t4111$,,..:' .'L.e ic # KW-060.10523 : ,, ,s-s n. ? '.' E . t , , Licensee:Vista Structural Engineering,LLC Description: 60B8D: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-Fri' 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(0.131 S(0.325) + + + + 0(0.165)L(0.44) + D(+61 + + + + + "1'w v�. c * '3 a p 5� rw? q • 3.5z10.5 / A Span=8.50 ft a 1liii:1 ads 0ti 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) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DEg1GN SUN)`MARY • "' .. Design OK Maximum Bending Stress Ratio = 0.715 1 Maximum Shear Stress Ratio = 0.530 : 1 Section used for this span 3.5x10.5 Section used for this span 3.5x10.5 fb:Actual = 1,715.83 psi fv:Actual = 140.53 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 920 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.218 in Ratio= 468 Max Upward Total Deflection 0.000 in Ratio= 0<240 ff*I ll SlF1'QtCOS .. fOrii 4 +r bina .9115 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t C L M fb 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 +04L+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+541 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 +040.750Lr+0.750L+4-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista(971)Structural645-0901 Engineering,LLC Project Title: Plans 60A,B,D j L 7140 SW Queen Lane Engineer: DMH Project ID: 1150 oti,,,,,, ,iolio.,__ Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ; ''''Soi dennis@vistastructural.com Printed:20 JAN 2015,10:47 PM loch Beanj.. =ctus�swenn;s cut, -tua:ERCA-1\11 ec6 •., � �EiiE#tCALCING 19814,Buk-,6,14.11,18 Vecfi 14_11 1:18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb V fv Fv Length=8.50 ft 1 0.492 0.365 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,475.70 3000.00 2.96 120.86 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.683 0.507 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 2760.00 3.79 154.50 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.197 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3840.00 1.52 61.86 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.197 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3840.00 1.52 61.86 424.00 +D+0.750Lr+0.750L+0.450W+}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 0.384 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 +0+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 ""Deft 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 Vert-icai'React•ions 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 +O+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 +D+0.750Lr+0.750L+0.450W+H 3.722 3.722 +D+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 Vista7140 StructuralSWQueen EngineerLaneing,LLC Project Title: Plans 60A,B,D Engineer. DMH Project ID: 1150 4 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 ,,,,,, ,,,0) dennis@vistastructural.com Printed:20 JAN 2015,10.47PM .40g': f� fl t �� ' F 9494• ltled1T11S1t Ct3t `ft£F A 11 6s .ate.# �£ 601052�4�S,.', .,: Lrc.#:KW-06010523 Licensee.Vista Structural Engineering,LLt Description: 60B&D:Flush beam above right side of stair opening in first and second floor systems PrOWWW$0011,1411MM)--:11713 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1 0(0.1355L(0.36) kaye ^.. AVA fl "� �� t1g x1 'r¢ re . .' .}A . ,.x.2 . ..4 ,,.. :,;r „„ • • A • 4x10 Span=7.0 ft '- }41131#0401 S In Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft w, .i . - Design OK - 13�S1GlSlJ1UIMAI�Y '� '. ' - �.. ;� ... 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 +0+1_41 Load Combination +D+1_+ 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb Fb V fv Fv +D+Fl 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0205 0.106 0.90 1200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 972.00 0.37 17.10 162.00 +104+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 +0+1r41 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+S4I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.083 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1242.00 0.37 17.10 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.442 0.228 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1350.00 1.11 51.29 225.00 +0+0.750L+0.750S+H 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 Vista Structural Engineering,LLC 1C 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 1 Bennis@vistastructural.com Punted:20 JAN 2015,10:47PM Wood Beam RC NC;19 3-o10 OCtTh -11ENERCA-1tllS06c6 . .._ -_ �� .._ . � ��c�r�c sea-�?a�Build:6.����a ts,ve���1��s.:: 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 fb Pb 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+0.70E+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 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 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 Maximum Deflections - Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 Ye1fiC8l ReaCt10115 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 +O+0.750Lr+0.750L+11 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+H 1.418 1.418 +D+0.750L+0.750S+0.5250E+H 1.418 1.418 +0.60D+0.60W+0.60H 0.284 0.284 +0.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1.260 1.260 S Only W Only , E Only H Only sta Strucurering,LLC Project Title: Plans 60A,B,D I 7l40ViSW Queen Lane Engineer: DMH Project ID: 1150 0) Beaverton,tORal 97008EngineProject Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:30 JAN 2015,4:07r'rA r z r l a : Fite t�'9175etst egMPERW,,tEN meF Q©d Bea �.. ,, a ,. .. .._ ,' . z..... i.. - .... aHe' po,: attls§, ****1 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: �L (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 ASCE7-1 0 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Pr!' 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0.09)L(0.15)S(0.075) i i i i i i i D(0.16) i i A r 5.5x16.5 A Span=21.50 ft • • • App]ted Loads IwsipvIPIP ItiFtwzra Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall dead load) Uniform Load: D=0.030, L=0.050, S=0.0250 ksf, Tributary Width=3.0 ft,(roof and floor load; DE;SJ N"5lIMMARY , Design OK Maximum Bending Stress Ratio = 0.507: 1 Maximum Shear Stress Ratio = 0.247 : 1 Section used for this span 5.5x1 6.5 Section used for this span 5.5x1 6.5 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 ,n Niax*f rn Farces&S„tre ie fir a; Combtn)3#tons - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t C L M fb F'b V fv F'v +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 +D+Lr+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.261 0.127 1.25 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 2878.74 2.55 42.07 331.25 +D+8+11 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 +D+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 59.58 331.25 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 jiiiiii f Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) xklikir L (971)645-0901 i dennis@vistastructural.com • Printed:30 JAN 2015.4:07PM i file G:\Users\Dennis\DOCUME-11ENERCA-1c6 11150 e Wood8eam �,.^ . ,. .. ENERCALCINC 1983-2015 Build-6 15 1 19,Ver$151;1#. 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 Ci Cr Cm C t CL M fb Pb V fv F'v +D-+0.750L+0.750S+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 0.461 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 +1J+0.60W+1-1 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.204 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+FI 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 Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5729 10.828 0.0000 0.000 V@rf1Cal Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAxmum 4.720 4.720 Overall MINimum 0.806 0.806 +D-HH 2.906 2.906 +D+L+H 4.518 4.518 +D+Lr+H 2.906 2.906 +D+S+H 3.712 3.712 +O+0.750Lr+0.750L+H 4.115 4.115 +0+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 +3-+0.750Lr+0.750L+0.450W+H 4.115 4.115 +D+0.750L+0.750S+0.450W+H 4.720 4.720 +D+0.750L+0.750S+0.5250E-41 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 L Only 1.613 1.613 S Only 0.806 0.806 W Only E Only H Only t Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen LaneEngineer: DMH Project ID: 1150f • Beaverton,OR 97008Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Praitd:20 JAN 2015,10:45PM ��/�n� a vsg " serslDe 4 wm #l1IW . t1`at"7 F � �/ &w9 ri i n Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header above garage door nt)AE# CES MAI t , Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!' 1,350.0 psi Eminbend-)o; 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.09)L(0.06)S(0.15) i i i i ' hggi 6 ,�? .�' 2 6x12 X1 Span=16.50 ft It d,l:G Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 fl DESIG1.U.SUMMARY - ;_ ' Desi.n OK Maximum Bending Stress Ratio = 0.80e 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73 psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 877 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.372 in Ratio= 531 Max Upward Total Deflection 0.000 in Ratio= 0<240 ittliWiRi i=4r4:es$c�'( 'Sii001 „iii.-6,14, ,,, ti Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.374 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 810.00 0.66 15.68 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.561 0.145 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.10 505.29 900.00 1.10 26.13 180.00 +D+Lr+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 +0+3+41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.781 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+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 0.806 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 7140 SVista StructuralWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer: DMH Project ID: 1150 i Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ST-14--: 4:00 (971)645-0901 dennis@vistastructural.com " z».•^r" Printed:20 JAN 2015,10:48PM wood.Beam i� 0 vUsersvDennis1DOCUPOE-11ENERCA-111150.ec6 ✓,, ENERCALC;INC19832D1 8u�d&14.11.1$ale.6i4.i 1l8 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 Cd C FN C i Cr Cm C t CL M fb Fb V iv Fv +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +0+0.70E41 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 0.40 9.41 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +13+0.750L+0.7505+0.5250E+H 1 0.3722 8.310 0.0000 0.000 Vertical Reaetionng', 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+FI 0.743 0.743 +0+1+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+H 1.980 1.980 +D+0.75015+0.750L-41 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 +O+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 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) (971)645-0901 dennis@vistastructural.com ,»..,„„,...*., Printed:20 JAN 2015,10:48PM 'A , t CAUSex510iniADOCtlME;41 -..W150* ' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam through middle of crawl space gEMENCES Te Plarlfg 6 ' 'Amara 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(0.11�L(0.44) • • • `'., � ,;:3g,!! NV,4: 43:0Z''' Js' `.'me g• • • N.aes�.`" �' . :,, q • • ua �,. ;s .�0�" ,.� "". 'Pl 1,, • • • A A 4[8 • • • Span=6.50 ft . PPirefl_Lt38tlsl t w _ Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY .3V - ,I . _ ' , 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 +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 Max Downward Total Deflection 0.125 in Ratio= 624 Max Upward Total Deflection 0.000 in Ratio= 0 <240 • •I j,14*rmurr n s&Stressert far T o;d 4:iOVn .T. 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 N Fv +1341 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.216 0.107 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1053.00 0.29 17.28 162.00 +04{+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+11+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 029 17.28 225.00 +121+S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.169 0.083 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1345.50 0.29 17.28 207.00 4D+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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 ,a dennis@vistastructural.com Printed 20 JAN 2015 10:43PM / -d tit@1t13 msµ; Re-C>tllsers1Denni.s1DOCUl ENERCA-11115Qec6; £NERCALC INC:"�9i;32014,Bold Fi 14111@ Y1 .1411:38:'. Lic #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam through middle of crawl space Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M lb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.70E+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 0.121 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+0.7501J+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 +D+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 'Overall"Maximum Deflections , Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 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 +0+141-I 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+H 0.358 0.358 +D+0.750Lr+0.750L+0.450W+H 1.430 1.430 +D+0.750L+0.750S+0.450W+H 1.430 1.430 +D+0.750L+0.7505+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) 4 (971)645-0901 .i:4.......) 4 dennis@vistastructural.com Printed 20 JAN 1�e 13. Vrr� '1 111 ;; Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60D:Header at front of master bedroom '44 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(0.075)1(0.05)55.125) + + 'd fw�'./ •'fir x '� .y ; «. �5.-, !' -:' 0 III 2-2ca Span=6.50 ft i1Etl � �� z Service loads entered.Load Factors will be applied for calculation: Uniform Load D 0.0150, L 0.010, S 0.0250 ksf Tributary Width=5.0 f1 Design OK ' DESIGNSUMMAR1r *, : Maximum Bending Stress Ratio = 0.400: 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 497.35 psi fv:Actual = 37.79 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio= 2354 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 1426 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t CI_ M 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 40.,{+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.279 0.127 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.66 301.43 1080.00 0.33 22.90 180.00 +D+t.+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.134 0.061 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1350.00 0.20 13.74 225.00 +0+S+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.388 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+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.201 0.092 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.59 271.28 1350.00 0.30 20.61 225.00 +D+0.750L+0.750S+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 0.400 0.183 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1242.00 0.55 37.79 207.00 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) M (971)645-0901 '' * dennis@vistastructural.com ""-""'"-Y Printed:20 JAN 2015,1048P Wood Beam C: u 2014Ocult�1, RCA-11150es •.n, - .. �3.ENERCALC'INC- I NC.3993-20148u 614.168;Ver_614.11,18 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 Ci Cr Cm C t CL M ft) Fb V fv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.105 0.048 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1728.00 020 13.74 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.105 0.048 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1728.00 0.20 13.74 288.00 +D+0.750Lr+0.750L+0.450W+H 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 1200 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 0244 0.244 +D+S+FI 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 +D+0.750L+0.750S+H 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+0.750Lr+0.750L+0.450W+H 0.366 0.366 +1+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 " it7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) M (971)645-0901 dennis@vistastructural.com Prin'sd:20 JAN 2015,10:48PM s x Fle Se€stiain`�€�cAENERCA 450:06 ,..r,,T„,„„,,,,,„„, .,i,i„,,.„,.,,„ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts CO470-e1 01 t.. ,.tet,l .` 0::-, 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 deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greaten ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,morn&shear : No Width parallel to X-X Axis = 1.50 ft Z Length parallel to Z-Z Axis = 1.50 ft Footing Thicknes = 10.0 in Pedestal dimensions... X X px:parallel to X-X Axis _ in `4 pz:parallel to Z-Z Axis - in € , g Height in Q Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 inxf� t p .1 i .`Rir1# ang, _. V,4 _ .. 1' • w Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis .. €s s € ;i €Yu ,, €Y Number of Bars = 2.0 €€ 7 z «,e {II _ p 2 W a gun I: I€Y Reinforcing Bar Sia = # 4 € YYS IY €YY Y n Y l Y IY z .Y''L Bandwidth Distribution Check (ACI 15.4.4.2) f� ( Y�iiSi` Direction Requiring Closer Separation n/a # Yit �'•.fYfYY.... i,,,, iCxt YYS«. #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 0.660 2.640 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft —. V-z = k 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) II: 4k `� "/ ",` (971)645-0901 '� dennis@vistastructural.com .....) 4Printed:20 JAN 2015,10 48P General Footing rye-cwu ��wflcur aSENERCA 11115E3ec6 , .,ENEFtCA1C INC 1986 2�+ BuAc7 61#13 t$,}tom 61d 1 t 18.. I Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LL.- Description LDescription: Plan 60:Footings supporting crawl space posts DESIGN SUMMARYDesign 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/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio f. Overturnrng;Stabiiity 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? inn2 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,+1.20D+0.50L+1.60S+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S-E+1.60H 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-FE+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.1155 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH 1. 400Project ID: 1150 7Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com ,.9i""'" Pnn'b3d 20 JAN 2015,10 48PM '16 1,4*m F 4I ,may...,,e �, 'k �" q , # U tgNERVI O.r #win A+� t Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Z-Z,+1.40D+1.60H 0.1155 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK .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 Rinted.20 JAN 15,10 48PM GeineTal FaQt•rt = nis1QOCUME-11ENEROA-1p1150 File �SUserslDen .. 1_.,. .z_ g..� ., _ 'd , -e, - A. Licensee Vg8`0.14 Bu&tB14.11.18,V 1#"inl8`:� Lic.#:KW-06010523 Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Z-Z,+1.20D+1.60L+0.505+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.505+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+1.605+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+1.605+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+0.505+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+0.205+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 WayShear ' Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 0.8556 psi 0.8556 psi 0.8556 psi 0.8556 psi 0.8556 psi 82.158 psi 0.01041 OK +1.20D+0.50Lr+1.60L+1.60H 4.644 psi 4.644 psi 4.644 psi 4.644 psi 4.644 psi 82.158 psi 0.05653 OK +1.20D+1.60L+0.50S+1.60H 4.644 psi 4.644 psi 4.644 psi 4.644 psi 4.644 psi 82.158 psi 0.05653 OK +1.20D+1.60Lr+0.50L+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+1.60Lr+0.50W+1.60H 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 82.158 psi 0.008926 OK +1.20D+0.50L+1.60S+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+1.60S+0.50W+1.60H 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 82.158 psi 0.008926 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.50S+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.20S+E+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +0.90D+W+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK +0.90D+E+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK Punching,Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 3.96 psi 164.317 psi 0.0241 OK +1.20D+0.50Lr+1.60L+1.60H 21.497 psi 164.317 psi 0.1308 OK +1.20D+1.60L+0.505+1.60H 21.497 psi 164.317 psi 0.1308 OK +1.20D+1.60Lr+0.50L+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+1.60Lr+0.50W+1.60H 3.394 psi 164.317 psi 0.02066 OK +1.20D+0.50L+1.605+1.601-1 9.051 psi 164.317 psi 0.05509 OK +1.20D+1.605+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 Structural Engineering,LLC Project Title: Plans 60A,B,D fj7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) iii. (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM p Oa Vii 0� � li;:ff Fie G se�0?:0n O 11Ets1ERCA4f1150 'i,,� ntu e [ �a�`R , 4 k'S�€ ;MON'CA9044 3 4,114E 0441 8 -4 Ltc.#:KW-06 010523 Licensee:Vista Structural Engineering,LI.,C 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, CBC 2013,ASCE 7.10 Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1Heel Active Pressure = 35.0 psfift Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psflft Water height over heel = 0.0 ft Passive Pressure = 300.0 psfift Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 216.0 pit Ad acent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 _ Used To Resist Sliding&Overturning .Height to Top = 4.10 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf .Height toBottom = 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 Ibs at Back of Wall Axial Live Load = 715.0 lbs Wind onExposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Total Force @Section lbs= 1,051.8 Allowable = 3,000 psf Moment....Actual ft1= 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 @ = 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 Lap splice if below in= 6.00 Lateral Sliding Force = 875.5 lbs Hook embed into footing in= 6.00 less 100%Passive Force = - 354.2 lbs less 100%Friction Force = - 898.8 lbs Concrete Data Pc psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= 40,000.0 ....for 1.5:1 Stability = 65.9 lbs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 , , Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) :..: 4 (971)645-0901 ' Pip T dennis@vistastructural.com - - Punted.20 JAN 2015,10 48PM ,Cantilevered Ret iiiii il�lall , _ :�u tswc�cua,E Rca-111150.eC6 J�, ,°�, . ' „ ,- . y�N>;RCi3L�JNPl92p1¢,8�d•£.341�.�8;�7ei-61b71.�8,_::: 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 Mu: Design = 506 1,901 ft-lb Key Width = 12.00 in Key Depth = 0.00 in Actual 1-Way Shear = 1.69 20.28 psi Key Distanfrom Toe = 0.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #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 Project ID: 1150 7140 SW Queen Lane Engineer: DMH 1 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 ,, dennis@vistastructural.com �,Q' Xe., ., y1 }»�� ''a (� Pnnt�edd',20 JAN 2.0{1611048P�l 4. C 1�3ttreV' Wk MttW4 ;F F,-' A: 6I Ay ftiS*,. -ioYv IIC19i.<9LtylW 4 n4"u,G"Nt'i"f $3-201413u"iei:'F 1,`�1,4 ['6,.1+5#Y ` :: �" "' Licensee:Vista Structural Engineering,LLC Lic.#:KW-06010523 Description: Plan 60:6'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, CBC 2013,ASCE 7-10 Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0psflft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psfift 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.o 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 LoadsLateral Load Applied to StemAdjacent Footing Load Lateral Load = 0.0 pit Ad acent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf j Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.05 OK Wall Mat ri I bove"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 = °.4°1 Soil Pressure @Heel = 129 psf OK Total Force @Section lbs= 835.8 Allowable = 2,000 psf Moment....Actual ft l= 1,618.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,298 psf Moment Allowable ft I= 3,671.3 11.1 ACI Factored @ Heel = 169 psf Shear Actual psi Footing Shear @ Toe = 10.5 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 10.5 psi OK Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lap splice if below in= 6.00 Lateral Sliding Force = 659.5 lbs Hook embed into footing in= 6.00 less 100%Passive Force = - 354.2 lbs Concrete Data less 100%Friction Force = - 656.0 lbs Pc psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D x \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 t Pro ect Descr. Cottages Tuckunder (60 series) Beaverton,OR 97008 ° . (971)645-0901 „...........) dennis@vistastructuralcom �!a .ter..- p �r Printed 20 JAN 2015,10.48PM Fiie Cantilevered Retin#flg Wall ^..^ ..; F ENEK;Ate.N 983-2040au4.,14 18,ver5.1 $.':, 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 KeyWidth = 12.00 in Mu: Design 879 514 ft-lb Actual 1-Way Shear = 10.55 10.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: 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 4j Beaverton,OR 97008 Project Descn Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM r �«-. ry i Ar..r,..r,:' r V 1 C USs�r!f Ii§�3dd7t '�11EER11511 € `:: � .�sE�RCALf1Ac°�83��d� � ;toti41$3�! Lic.#:KW-060105-.23 Licensee:Vista Structural Engineering,LLL Description: Plan 60:4'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 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 Axial Dead Load = 275.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Design Summary Stem Construction Top Stern 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 Allowable = 2,000 psf Total Force @ Section lbs= 355.8 Soil Pressure Less Than Allowable Moment...Actual ft)= 448.2 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 = - 4208 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 3,000.0 ....for 1.5:1 Stability = 111.8 lbs NG Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D jetop. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008Project Descr: Tuckunder Cottages(60 series) ff 10, (971)645-0901 ilatat 1'edennis@vistastructural.com Printed:20 JAN 2015,10:48PM Cantllievered Retaining WaII F .�tt 20 0 WE711ENERCA 151150e 6 r =,,„„ _„,_ ,,.,.n, , - :,,. 5EVERG1L. INC�B 32014,300&14.11-18;ver.6."1411,18_ -. Lic.#:KW-06010523 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 Width = 12.00 in Mu: Design = 257 207 ft-lb Key Key Width Depth = 0.00 in Actual 1-Way Shear 1.40 6.38 psi Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd f c = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S Fr Heel: Not req'd,Mu<Se 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 ca(culation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 iikit Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) j (971)645-0901 dennis@vistastructural.com .„.. Printed 201012015,10:48PM t.-A'''''':11';t11 4114' `4,1 Retittill a Fll7tVgiP.�**0..102171 •,. ..,.,,,i.x_. ;..e% , *; �. v �r' ,>_-: it _ � mss., ffi €t*rER ,,NO f 201 A 411 +t'11.'ta'-' 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 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 96.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Back of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"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 Allowable = 3,000 Total Force @ Section lbs= 451.8 psf Moment....Actual ft-I= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 411.7 lbs Lap splice if below in= 6.00 Hook embed into footing in= 6.00 less 100%Passive Force = - 65.6 lbs less 100%Friction Force = - 420.8 lbs Concrete Data Added Force Req'd = 50.0 lbs NG fc psi= 3,000.0 ....for 1.5:1 Stability = 255.8 lbs NG Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ! 4 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) A„ (971)645-0901 O1 dennis@vistastructural.com Pnnted 20 JAN 2015,10 4PM C' til ''' reci R taiti[ilg Will ENEr c .if7 igaa-o1d(3CU�d 4.11 $,V ej4j 1 E C tau .lL1 7 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 3,041 0 psf Total Footing Width = 2.00 Mu':Upward = 343 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb KeyMu: Design = 326 207 ft-lb Key Width =dth = 12.00 in Actual 1-Way Shear = 1.81 6.38 psi DKey Distanceepthfrom Toe = 2.00 ft 0.00 in Allow 1-Way Shear = 82.16 82.16 si Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 411.7 O.T.M. = 7841 Earth @ Stem Transitions = 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) �� (971)645-0901 Bennis@vistastructural.com Printed:20 JAN 2015,10:48PM iildiiiiikW& . t �lserslr�nrJtt�fl�t„�-�St:NEfiCA 11*,�ec6 984T4 'Saki Viored wiz .. ..., .. . ..N . ,, ,��. ....�„f,., v... A. , � ,_�,,:,. ... ��. 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, CBC 2013,ASCE 7-10 Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 off 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 Wind on Exposed Stem = 16.0 psf at Back of Wall Axial Live Load = 715.0 lbs p° 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�g+falFa o.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 Moment Allowable ft I 2,465.0 ACI Factored @ Toe = 1,963 psf Shear.....Actual psi= 1.3 ACI Factored @ Heel = 978 psf Shear Allowable psi= 82.2 Footing Shear @ Toe = 0.0 psi OK ytrall Weight psf= 100.0 Footing Shear @Heel = 1.4 psi OK Rebar Depth 'd' in= 6.25 Allowable = 82.2 psl Lap splice'rf above in= 12.00 Sliding Calcs Slab Resists All Sliding! Lap splice if below in= 6.00 Sliding Force = 112.2 lbs Hook embed into footing in= 6.00 less 100%Passive Force = 65.6 lbs Concrete Data less 100%Friction Force = - 238.0 lbs fc psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 4ProjVista Structural Engineering,LLC j ect Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) .....,d) (971)645-0901 %,-g dennis@vistastructural.com Printed 20 JAN 2015,10:48PM e r 1!',„'''L� ® ' p itig „� °i o�� �,,� , - s' I�°°°'aa .� r ��, ,e=-- !�SECSP11'<113� I ;�A�ft.aYlec)ar t ..�, .s` .,.: . ,, ,''''',. .-r.;''.''': , , 111 1+444.13k Lic.#•KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:7 retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,963 978 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Key Width = 12.00 in Mu: Design = 83 19 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 0.00 1.42 psi KeyDistanceDepthfrom 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 = 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. Vista7140 Structural SWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D .to,.. Engineer. DMH Project ID: 1150 , : 4 4, . Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) Otifilkii (971)645-0901 Bennis@vistastructural.corn }''�` u>�.. Printed:20 JAN 2015,10:48PM ` 11 7rL�Gl�F' !.p.W. �AF 3 X e Se t,itnnIS ,-,r ' --z„eco ._u. r ,,,• .. ,, , ...'.r.6, .. <CISSw.,,i.� ._ " .,. '_ ii7NC..�ZU14�44g1441, 1E'#`�„� 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 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type 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-l= 53.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,741 psf Moment Allowable ft-l= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 88.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 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 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,j OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 �! dennis@vistastructural.com Punted 26 JAN 2015 10 48PM Cant1 evered Retaf ung Wa11: RC crus cut ,-, s 7. 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 Key = 12.00 in Mu: Design = 54 19 ft-lb Depth = 0.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Widthepthfrom Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Key Distance Toe Reinforcing = None Spec'd ft = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = *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. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140`, SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.om �y Printed 20 JAN 2015,10 48PM ' r i a z G sfas SSI[T302.mEl3 R£A�t,150.ec6 f3it11bl,,e3 ,,,,„„� ,i, w ., . .'4 i � tiyaL,. lNC..1w 31 utx1 it1l tti 18, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 .:+l ette l,1t±tit'rtraia iat ..,. . .t, Material Properties AnalysislDesign Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Mn Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 So711i ori ahony„ , ; .1 '' Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250 pcf Increases based on footing Depth.... (Uses entry for°Footing base depth below soil surface"for force) Allowable pressure increase per foot ksf when base of toting is below ft Coefficient of SoiVConcrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Di ensiof sr&Reit forcir gr ,. r.... 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 g = Bottom Bars 3 4 0.60 0.0 in"2 Total Footing Length = 24.50 ft Hei ht in Top Bars 3 4 0.60 0.0 inA2 9 9 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.0 inA2 FootingThickness = 12.0 in Top Bars 5.0 4 1.0 0.0 in"2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 1 edi Loads ' I :f '.. ". , 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 �} '�t ��'�--��-t�n+ .- ..,,. \ .. ,., _ Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 L. Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) i. � �� ' (971)645-0901 Printed r., 2015,10 48Pkt dennis@vistastructural.com Combined Footi,n ] r r 1l.EtaERCA-11775o.�6 ^ ENERGAL srxsli�nslDDGU, - .. �1NG 7983-2014;Buit�.�i4 t1-tB;Verb t4.71.'iB,. tic # KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing 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 Soil Bearing ' 6.._ , _ 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 ©ne.WayShear �.... ' ' ..' 4. ", °Punching Shear-. Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 ,,,...".„......00) dennis@vistastructural.com Fnn�d'20 JAN 2015,10 4EPM y>� �•'m,�ryta rw• c. .�' „.., t, s x i ,, z ,,, o'' °� e,'�,'3 5 CM ^`'I � g ti r )I z t -i a, ..,; _111 Y . :.'," o,._;, i + _ ... t �I t$tli( � �$ 6 1 $ ttp .1b.-, /. f 3„`m�Prr;Y 'amu«. ,.tip:x.. ._ ... ., Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage :k,R!iiikii,,1�` .. �. 3, .�u.!� v, ,> . .:, ,,vim'_ Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties AnalysislDesign Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Mn Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 ya�{.�( tW Allowable Soil Bearing 3.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250.0 pcf Increases based on footing Depth.... (Uses entry for°Footing base depth below soil surface”for force) Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of SoiVConcrete Friction 1.0 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum 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 yy y'� .�,� depth&width increases as specified by user.) °rt imf317iiiinVii r2i iiiiii1l ..,,l'e ..4'`,� 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 in^2 Total FootingLength = 23.0 ft Top Bars 3 4 0.60 0.0 inA2 9 Bars Blwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 5 1.550 0.0 inA2 FootingThickness = 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 Applied natls RIF Ws . ..., 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 1 .x. .' ,x... - - - 5-b- � .....�.,.- 12-6-' ... ..- 4s-u- 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) ,, (971)645-0901 ,,....,.........) dennis@vistastructural.com """`"""`" Printed.20 JAN 2015 10 It' 44' Lic.#:KW-86010523 Licensee.Vista Structural Engineering,LLC Description: Plans 60A,B,D:Fooling at shear wall line 4,adjacent to garage 741$4. i-40148 , , 4k ,* Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS 99,999.0 Overturning 0.0 k-ft 0.0 k-ft 0.0 PASS 99,999.0 Sliding 0.0 k 0.0 k 0.0 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0 1-way Shear-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 1-way Shear-Col#2 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#2 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A 5oif ilii.tang r . `` ;.,. Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio OverturningSbili y Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One JiYay Shear x i O Rig g ' y ��. �.,�;. ''-'''' ''''''''''''''''''''''' ''''''''''''''''''''"''''<'''' . ,''' ,v ._, ' fit,, , " ', ' r� . .' "A b_ lav ,. . o__. :. Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed'20 JAN 2015,10 48PM » a s f r K ix r olni `F1 .E gto M1 '1 CA #� El �1! Ine� .-. ,.e... U yvs .r , x,, e ag. k ,.rM:7,e, ,�A1 ,11G 1 97xi -x-19#tl$'Ser6 t+4 .`; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door V WI w . "Ru Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 S r r. ti Material Properties AnalysislDesign Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 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 pct Increases based on footing Depth.... (Uses entry for`Footing base depth below soil surface"for force) Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of SoiVConcrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no knit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) l't'1'11'itsiWi&itiffitOiC1C1ig Distance Left of Column#1 = 18.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.0 ft Sq.Dim. = 6.0 6.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 0.50 ft Height = in Bottom Bars 5.0 4 1.0 0.0 inA2 Total FootingLength = 22.50 ft Top Bars 5.0 4 1.0 0.0 ire‘2 9 Ban;Btwn Cols Footing Width = 2.170 ft Bottom Bars 5.0 4 1.0 0.0 inA2 FootingThickness = 13.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 T Aiphe4 Loads �'.. .. . .. . ..>4x ...w 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 z. 4 1L'-b' ►VF Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer. DMH Project ID: 1150 f Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com ` 000) Printed:20 JAN 2015,10:48PM „' x r. e a �A ttt 50 ‘'''''I''''''' '''''''''''''' ' I _ , it '''''«'<„,) ...., ti ..WWF,S.,v . x.r� . ., 4" 447 ,. ..�._..�44;2` o- s �z t . ,.d Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLt Description: Plans 60A,B,D:Footing under garage door DESIGN SU' NMMAR-Y�.., . ,;7' ' 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 nil Bearing: . ..` ,,..T-4,--.,-: Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One Wap Shear 0 g g a .PnflChing+Shear/ 7, 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 7 i 7140 SW Queen Lane Engineer: DMH Project ID: 1150 woet.iii Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Preited:5 FEB 2015,10:43AM geol �l1flefu� ©u 9'tr n , N 4 tf' serSlfinntslrenitiM ftt;HEFrs v it116t3 . 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 44 a 4rx l-ro 7y Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 $Oil InfOrmatior�g r r£ z x 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 wllowabls pressure increase (Uses entry for'Footing base depth below soil surface'for force) per foot 0 ksf when base of footing is below 0 ft Coefficient of SoiUConcrete 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.) Di!1r e4r ns,&.401.0#orcing '..,,i,8,-),4' 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 inA2 Bars Btwn Cols Footing Width = 1.333 ft Bottom Bars 2.0 4 0.40 0.2303 inA2 Footing Thickness = 8.0 in Top Bars 2.0 4 0.40 0.2303 inA2 Rebar Center to Concrete EdgeBars Right of Col#2 @ 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 inA2 04i!w��.. :474 ..,ham. ,. F 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 i°0 J'� 2' -#4 '�. - �l.�r.�:,<e ,�..h9.«�,. .5;:✓.. . ciw F d _ m 'F ., .. : 1.-6" 4'-8-1116" 1�, 7-8-1116" 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 'r irk cu . 8,7uaoc�t 6 N 15,1olss. dennis@vistastructural.com Coni)Aned;Footarg zi, ENERCAL�,INC.193-2a15;nwds 15.1.1,*„.„........) Printed'5 9;,w 53if Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan BOA&D:Footing at front of entry porch DESIGN SUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.1048 Soil Bearing 0.2097 ksf 2.0 ksf +D+0.750L+0.750S+H PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 0.4224 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.05588 1-way Shear-Col#1 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.05588 1-way Shear-Col#2 4.591 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.01589 2-way Punching-Col#1 2.611 psi 164.317 psi +1.20D+0.50L+1.605+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+1.60H PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Right of Col#2-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.605+1.60H Sail Beaiingd. . `,_ . Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+L+H 1.69 k 0.000 ft 0.17 ksf 0.17 ksf 2.00 ksf 0.083 +O+Lr+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+S+H 2.11 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.103 +D+0.750Lr+0.750L+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.750S+1-1 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.60W+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.70E+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.750Lr+0.750L+0.450W+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.7505+0.450W+1-1 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 +0.60D+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 +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +O4.r41 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+11 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 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +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 ,,9,°° 999,,.P.0 0 00 0 00 999.000 One'ViiiyStiear �,. .. '" Q _ . ,��... . L ' 'Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.54 psi 1.54 psi 164.32 psi 0.87 psi 0.87 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.48 psi 2.48 psi 164.32 psi 1.41 psi 1.41 psi +1.20D+1.60L+0.50S+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 0.95 psi 0.95 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 1.32 psi 1.32 psi 164.32 psi 0.75 psi 0.75 psi +1.20D+0.50L+1.605+1.60H 82.16 psi 4.59 psi 4.59 psi 164.32 psi 2.61 psi 2.61 psi +1.20D+1.608+0.50W+1.60H 82.16 psi 4.23 psi 4.23 psi 164.32 psi 2.40 psi 2.40 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 441144 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com PrMMled5 FEB 201'10 43AM j� ;5 `t �- '° 2:412" ti �1 ��(tG17k -1 ENE i2CA 111aflec s -. � � \ �'`S '� �q� ��. —cs,r, . q fSLC�1[!� 1883-2015 645,149At 1x511V,,,.; � �;�.a?:. .....fn....:...��3...,-S�u'1�,�,t.,`�3i .,f.¢�,-... �.�_.'.9' J.r..�`�. `?�'�. '�'FY�� ... ... ,..,r.,°"'w . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch figig 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 Roseburg J2 MAIN 10:06am A Forest.Pradu is C mpan) 1 of 1 CS Beam 4.11.26.1 lanBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued& Nailed Filename: Beam1 ,, ate.: : ......_So.w. s:_..s.oS ;: '21.--...�-. `-,li-z—W. �:t _..,sfr ,,y fig. ._..a..., c.1w:8aYw�aea3�-"�-.a'Mu-.�'� %+`-�ai1s� - - �;i ,Vit 11 0 0 11 0 0 ® 0 2200 / Bearings and Reactions Input Mm 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 oanying members Live Dead 1 302#(189plf) 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" [1999+ 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 An product names ore trademarks of theirrespedneowners KAMI L HENDERSON EWP MANAGER �°, copyright(c)2013 by Simpson strong-Tie company lnc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing w defined as when the member,Floorjoist,beam or girder,shown on this drawing meets applioade desgn criteria for Loads,Loading conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviesed by a qualifed tlesigner a desgn professional as required for approval.This design assumes pmdud installation according to the manufacturer's specifira[ivns. 503-858-9663 M USGS Design Maps Detailed Report ASCE 7-10 Standard (45.42632°N, 122.85354°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1[1] 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 Nd, s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w>_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS <- 0.25 SS = 0.50 SS = 0.75 SS = 1.00 S5 ? 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 0.956 g, Fa = 1.118 Table 11.4-2: Site Coefficient F, Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S, _50.10 5, = 0.20 S1 = 0.30 S, = 0.40 Sl >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class= D and S, = 0.425 g, F. = 1.575 Equation (11.4-1): SH,s = 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): Sps = % SMs = % x 1.068 = 0.712 g Equation (11.4-4): Sol = % SMS = % x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[37 T, = 16 seconds Figure 11.4-1: Design Response Spectrum T4T„:S,=Sw(O.4+0.8TIT0) Sas-0312 _ # 'CASTS 5:8 TT<TSTL:S,=S ,IT TT,:S,=SS,T1 I T2 p 4 fl { CL t t # # # icy r 4 # # k a 1 p F k 4 k 9 f # i { Ptr4{ r i 3 Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (HERR) Response Spectrum The MC% Response Spectrum is deterMa by multiplying the design response spectrum above by 1.5. X55=5 — ƒ | ) A \ . \ ii | | ` 0.125 20.526 1;7.0.) § Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[4] PGA = 0.421 Equation (11.8-1): PGA, = FPGAPGA = 1.079 x 0.421 = 0.454 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA= 0.421 g, F = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[51 CRS = 0.895 From Figure 22-iS[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 Sos I or II III IV Sns < 0.167g A A A 0.167g 5 Sps < 0.33g B B C 0.33g <_ SOS < 0.50g C C D 0.50g5Sps D D D For Risk Category =I and S„ = 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 SD,. I or II III IV S01 < 0.067g A A A 0.067g 5 S01 < 0.133g B B C 0.133g 5 Sol < 0.20g C C D 0.20g 5 Spl D D D For Risk Category = I and SD,. = 0.446 g, Seismic Design Category = D Note: When Sl 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://earth quake.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 Ta 0.2 (=0.1 x#STORIES) Ss -0.9561. S1 0.425 • Choose A-E(Where the soil properties are not known in sufficient detail to determine the site SOIL SITE CLASS: D class,site D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site F, 1,118 F„ 1 575 SM9 1 04' (=F585) 19 1.0 (Importance Factor) SMI • 0 654 (=F„5,) R 6.5 !(Response Modification Factor) SDS D1 .(Seismic Design Class) SDS I0698 (=2/3xSMS) SD, ;" 0 416 (=2I3xSD1) C. Ox1t} V 3827 lbs (=C5 x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 15 psf 2ND FLOOR DEAD LOAD 10 psf FIRST FLOOR DEAD LOAD 10 psf AREA(ft2) WEIGHT(lbs) HEIGHT(ft) Wxhxk C„x Fx(lbs) 2ND FLOOR 11881 23760 18.5 439560 787% 301 1ST FLOOR • 1188 r 11880 10" 1 I"9✓00 �, 21 3%'; :99 4' k=1.0 TOTAL WEIGHT; 35 40 FX CvxV r . fs- .-t 0L1)u Ga-15 1/J1+ przg,SS u RE.5: - s '"' p g- • ‘JIg.S...('PS r.J r2 /5741 bs.S= itC;# 7;1. /0..6 in /z 4;�''� I w= iii - w=«`, _219 - 1: i .� c, = 1-f# g:4 r X1.10 r x tz.LpS= /Z-5W-/-4- / r- { M �� IA t G _. (S.(41)5Tr=�2 ./ Hi.1111. .... IN �(I_/0 /1ter. � IBJ Vii' II:Ca E: .. : :�:: �- ILII 111111 hI .I � � _�,` ,sq ,+.--- : :. . : II III III. � .� �� . � , 1. 1 : ■II 1a b / .. kY 10 x 12,2c lig=MN / ,c; --:- 1 2:1--44 Plan 60A SIDE E -0 LEVATI 1! 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I f . . . . : ; .. . . ..•: i . ; . . . , : . : ' • .. : . . • I I . . . . • : ; .. . . : : . . : • PD_RA_TO_EJ:: 7 ._ VISTAPRO. 4 — STRUCTURAL •;..„ •,•,•-.-.::-:.i- ...i,i - -, _ . - •e N GI tia.E. .-.-;•.: L.0 ENGR: DMH .. _. ._ .. e N0- ••••L ” 1 -• --- -•- ... eti;ct.)&-4f ! 1b51,.*.'•iat-e-.4.' g4oiAca-;o..4. _.E. ; .1 • - - • ' t--rejl.44,_ I , ---i +-• 1- : • ... , . M . • 4--) 4,-`! , i-S-4-/: ! , •__ • - ----- .4-- - 1$ ! - ..• i .., : ; I - .:, , i i z• 1 , ! . , •'. i I ! i I t7A0.44-- *-- - -' •.- , , i : . ? . i i .......i..___41;_.. . _,.: .....i_ : •, • . ,r_ : -:-.. ! 74.-. i I etiA AC,* k-, ti' 1 , - i I ,:p4. ____+. 4__—__1__________i_22...(*.___.:_____...____'.______5.1-3_.0.-,_c_l__..j___._I__. .. ! _ I i i ___.,__ , , . i ,• ; r ; i • ..+.-•• • ; 02, .14141L...3J. ..r.44144IIF. : ---- --• -7- !• •--: i. 0 44-1L5 ' 4..d:1) i ces,/eci-f 61/i6.- .0e-,5* iel: 1 • (..-4 ( ; • • • -, i 1 , . . , , /1 ; i.. , .....! itait,A . • i . 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' . , . . .• . : . . i • i-, i t , : ' • ' , : , ' • • - ' PROJ: . • - •••- • DATEi: 1 A ! • •.•• .. - • I 1 11, '-- - . I RROJ#: ' ISO -'..-AH.-..... . !..4!1,:;,, * • - ST R LI-C-TURAL t...7 . • . . ENGINEE-RIr413 . :-.:- ENGR: DMH . 9 . . LLO .... .. . . . . .... : . : I i E-LOOK 4 HCA4t-i (,-,' -;- ! . i • • . • . , i • t i : ; . . ; 4,-EH—i Sa&it •.* , , : . . . . . • : -t : ! . , . . . . i I ; • * i • I , * i , t i r i 1 1 i t i ,• . .- !• . •f. -i. I-. . . ... I , - • . , . . . • - i , • i . • • , - ,_ . 5 ' -, , ,-- ..t: i :'. • i , t • •.*•• ,- ! ' * ' ] ---1 . . 5 z : • 4- .-t . • . , . . , i t • 5 . I : i I 1 7 5 .•, * I : 4 ' 7 ! I , i ...: • : : I' : 7 I ' f-, - ; 1 -•"7-- 17 - . . to. ' :... .;.‘• ""i '"' i'... -." '''*i.'.. ..'*<""'"H"4, /10644- , f .. - 1-• ' f•- . L - i • • L L•• .: ! - -.4-• ..I-- -.L....__ : . ---1-• i...- ; t : • : ; ! : I t I , I ; , • i : I r ; --, -- - 3.2_14 44 ; •• • C4')... ..:..... . • 1 ! 1 - . , '• - : • I ., .. 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PROJ It: 2 1 ::::-_;•-: : - 'S:T RU:.:.artj....: iikAL,t ER . ...; . ... .. ERN 0 , ... 41- C ENGR: DMH . . , ••• • • . , , . ..• i . : . 1,5 r 11,16 -64E4ay 'r : a. : •• _,_ •,• ...• • 1 t-ire":Ariz- u-1,4-0-5 : • • , . : , --- i . -, , , . - •• : . 1 i - . . i • i . , Lb•4-:;114 Pi . grTE-47-114i ttJEP ; ! . 1 ; I ____ . .......1.__ _ .. ....:,. . L.... .......i__ .I.______ ___ ._!....._.... ...,.____;____1. P.P:P..t. .. 41?D VO _ _ _I_ ....:. ; ,_ .•-,i , / . . i ....-i- , • . ••-•-; i-1 - i . t----. I- ; --i--- : --1-.....-----1-----1---.-- / i ! ! . • ! I i i ;: i .. :•- ': . ., - . ; .i i g I i ----.--• : ;J: : . I i ...-. . .----: .9- 44- ' ; . . . -- . , . , . , . . , ; . 1 ; . ; , • , , l• - -•- - -_ I___,_ *--.-! ce;4D i i> gm.IL4--6.-- t,. it . :- : ---- : • - --- " '":--------r-g:- . . , ; ; . ; • , ! 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' i E ....__________L__004,40_- 1,01,„, .,,,,,ii- 4..1___ iat....e , ,.......,.....____, -- ____. , I , • - - . • • • , . ..._..t.. ._.......__ __ __ , ! : • , • ._ • . , . . , , : .• ... • 1 ' • : : . i • • . , . . : , , : i . • . . . . . . ; . • .• . . ; : . , . ; . • : .• - . I , I ... , . • : . . , . . . r---t— • 1 - c-C-2: Q, ; Pf:te-W II'c92/! _AI 1 __!•-• — 4- ••••!-- ••., : 4 . ---.4-- : ' . E ir?1 -Lr10#- ! _to, —my' r-H tz1V,f./5-4-0 10-L--- tt--Aild-v is . V011,4 r crl,' .• - ; „ ; i . • . • : . . : . : . . ' : • .; 3 . . . • . . . . • ' . ' . H'Aa - . b ii..71-•:•-•:,*.-,0:ALI. a. 3:3.rit.-i Et PJ M. - - - : • ' . !.. ..0. . :'- '-, : . . _- . ."Nrun-JLanti±,s . :4t rUzld i - , '4'•'•‘:-:' ..:':,::!.':: . : ; • . •-• • . . . . . I;: ::::-„E-„••,- :•, : - ...,... .. ...- . . i• - ._.... . "• _151C11 •. • 1. :. •..:-: :•-.•::'.„':.i." . • . . . . . • • .:. „ . :Meld PROJ: 11 DATE: ii 11: ::. . V. • . ._ . DMH ‘4k444.2,,i.n..,...,..„.:-- . . . E.N.ES•'I N E p- Ft•1:•.N.H.:G... , :.!. L..:1-. C.. . • i •� .. , : ii : ttr,i/t-i.jkla. .--. .1_,Les;cil '.- .1 : i : • • .). • , '''; ` • ' ,' `.����' PROJ: _ • .. , . � ' . ` ' \-L...-;,,-. :. • g-KIEINEEE-.L.k...i.'1N-0 1 -::.•:•.:4::•1Li • / ; : _Allik.t-kt '70 • Z""' :. L-t•'.14C1412 ' ! W .C3) WA 4 1-e •i(0-11---Crl-----41-&LEAC°• ) le ' -' LI( *. iti,11 4164 •. - : 2.1_ , 44. AIL: --..i.. (.4-s-ewlib --! --2. ! cati, 41-.) .-i-- ' • i 1PROJ; DATE: : .,:::., NfISTA PROJ#: -: ,. 1117'413?1,1001 — STRUCTURAL —. ENGR: D M HL L C .1 '-to.... ...., I (2 , 5, 4--• 74'",),arti‘_, L,,,,,,-(7.er-„,,,( 1 i t t 't 116" -( .' TIC" (JJ <----- 11 I 44. I Fog__ i&e4, coAo.s.7 1 , 2,e-24;ZYPIA- , _..r (---, ._.., tid hi- _ 6 1?)41,0t XS':Z5(Z4'i' . 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I i 1 1 1 1 1 I 1 , i 1 1 I Perforated Shear Wall Job: Plan 60(A,15,D) Client: Polygon Northwest Company Area of house: Rear wall of bedrooms 2/3 7/18"Panel WI Edge Fastener Spacing as noted with t2"intermediate 10010 4.3.3.5(Amencan Wood Council SUPWS) spacing(8d common or galvanized box nails) Co Lateral Force 806# Seismic Wind %fu6-helght sheathlpg_ h/3 h/2 211/3 511/6 h Wind Force(1)or Seismic Force(2): •• 1 Edge nailing v Edge nailing v (Les o.se 9.43 0.38 Maximum HNV Wall Segment ratio: 1:5.:16 In. 335 6/ft 20%30 1.00 0.71 0.56 0.45 0.38 Maximum Allowable Shear per sheathed face: ...'•'1218#/ft :Irr'1.. 24050:/tfit 4 in. 490 6/ft 1.00 0.74 0.58 °I 042 Faces of wall with APA-Rated sheathing: - 1 3 in. 450#/ft 3 in. 630#/ft 40% 1.00 0.77 0.63 0.53 0.45 2 in. 2 in. ezo#/ft 50% i".00 0.80 0.0" 0.57 0.50 Verity: Sheathed both faces Sheathed both faces 80% 1.00 0.83 0.71 0.63 0.56 1)Full-wldth segment without opening at each and of shear wall? . s Y 6 In. 480#/ft 8 in. 670#/ft 70% 1.00 0.87 0.77 0.69 0.63 2)H/VV Ratio of all segments within limitations? I,.g'.W.') 4 In. 700#/ft 4 In. 980 6/fl 80% 1.00 0.91 0.83 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? ....,1,. . Y 3 in. 900 8/It3 In. 1260#/11 90% 1.00 0.95 ......9t.......... 0.83 4)Lateral force does not exceed maximum allowable shear? 1.a.::.''',D..,'Y. 2 in. 1170 6/ft 2 in. 1640 8th 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet '', ''':''''.'rt.A.R'',';''....,::: Overall Wall Height ':,......8 ft ,r, ..-tortetALLvoe.1 WOW. - , Maximum Opening Clear Height ••3.75 ft Overall Wall Width - Wall Segment#1 Length 3 ft 2.67 OK Wall Segment#2 Length • 3 ft , ,MT.'',.., '',OK Wall Segment#3 Length •V$1MENT 1166.1iffir 1,4,arn.„. OF APPUCAfte I SVINIENT X At ,.. , ...x,- ', ...,',•, ,',,,".'" ..., •--'....,•' Wall Segment#4 Length , ,. OK . ,,„ „. ,„ ,.,. ,...„ , .._...,... , . Wall Segment#5 Length • ft ;::L'..10N.W, -t.:f."' OK Wall Segment#6 Length ,,,,,,..., .,47ft g ••••,..:kik-,•'; :.pt< • - ,-....,:.,,....,,,•:„,••,,,,:w.,,,4-,...,,,2.,,•?-92:. .T,,wisEe-,.:',-,,,-. .4,-•::, N-1 Iri EL, 11 ,.,.. .. Floor&Roof Dead Load: 45 MI Self Weight Dead Load: 120!8/ft ,...„...,... OK TO PROCEED WTH DESIGN i Nominal Shear Capacity: V.=vC0EL1 Anchor Bolts/Nes Required 1 %full-height sheathing c"Z;,..163361.1 Minimum sill plate thickness: :''•:::'..5...3'S 1 ..; ... opening ratio: yr dia.Anchor bolt capacity: ,... ....... 10408.....,...-. Co143EgA 4.4 .14fi 5/8"dia.Anchor bolt capacity: '",t. kilkiWr.,.: ..„„. ,. q(Service level unit shear): t.Mr.t.64,.:,6/ft led common nail capacity: 228,V .''''47,•:". .,..,...:.,,.._ ce(=q/co) 0'1T,:; 87#111 :. Total no.of 1/2"dia.Anchor bolts required: :-.,!.-...•!:,,,,.:...f. -,,- For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: :g7.:4-,-..:,..f...•4p: , 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: 4 All Panel Edges: it't,,,i,."'",....',13A0:94,,,!";, 1/2"die.Anchor bolt spacing: 264 0.0. . intermediate Framing Members:::iaF'':ttifiW•d2t-t,O.P. ,',.k 6/8"dia.Anchor bolt spacing: .,-'1.,•:,,-.144,-; 046..R.F.t:, FORCA: At.,k4...,'..'"'..-!:-.- 404AFTKOW444ASSION FvoxUM5P11001UP5KII5K. ONE: 1 Wall Sheathing On: , tAi', 4::-4,M• 164 common nail spacing: li, 04r For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall ga,.,,;;;Api:#),.,,, 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: .-:.51,',51e.5 6,,,,,,,, All Panel Edges: 0e :iis,1,30vE.,?.....0,e., Intermediate Framing Members: 12 0.0. .,... Hold-down required at ends on new foundation: IlippanrCl-19U2SOS2.5j.w/•841324. Wail Sheathing On: !43.61i1A01t3:C-.-,:a Hold-down required at ends on existing foundation 4/8161Otithie660Yeikaniideildfa4101610116*.#t6PlegtiOS1382.6,,,,, Floor-to-Floor strap required at ends: '61*136Phts..22•Witti7-610.int tiffigtIVa`,'',''''::,,:,....,h,,,•:',,,],.,..,i,.,...r.gq . "Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: ' . • 3 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: ,, .2 • Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line A,Floor 2 7/16"Panel w!Edge Fastener Spacing as noted with 12"Intermediate I able 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2706# Seismic Mid %full-height sheathing h/3 h/2 2h/3 5h/6 h Wind Force(1)or Seismic Force(2): 1 ...^-- .--.,.....,... "_.,.._53_...,,,...0.._..._._„.0,,.....,.., () Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0,43 0.36 ..._._ ....__._...._..___"__ ._.._...__....._..0.._._,._...,_.. . ._._..-......_.._. 0.38,... e mum H/W Wall Segment ratio: '",,,,•••,,,:,,,,,,,,,3:5::1, 8 In. 240 ty/R 8 In. 335#Ift 20% 1.011 0,71 0.56 0.45 0.38 .............. ............................_._...,_..._............_,...,.in _..._.....,_9_..#11 ..._"'_.. __.__.,..,._.._.._._,._.�.,...__..._._.,.._.0759 _...._..4._,..,..._._0__.._ Maximum Allowable Shear per sheathed face: •'•.121BI#/ft 4In. 350 f1%ft 41n. mm 490#IttT 30% 1.00 0.74 0.59 0.49 0,42 ____._., ...... n ............................,,.....,__,...,..._... ......_ ._._. ......,.,...__. ,1.._.,._....,._,......_...,._.0.7 __.. .,..__... _._._ Faces of well with APA-Rated sheathing: Y' 3 In. 450#rft 3 in, 630#/ft 40% 1.00 0.77 0.63 0.53 0.45 ._..,..__.__....._.....in. .............58.......,......__...,._._.,.,_..._... _........_. ......,..._,,....__. .,.. ...,..,...,...,_,_......_ a...,_._..,-....._...0.....,. 2 in. 585#Ift '2"iri��'mm�820#%fi50% 1,00 0.80 '6.8'l0.57 0.50 ..................___....,..____...,,..__....._.._...._.........._........_..�.._......_..,.. 0._.._..._.._._3.............. _.. Verify: Sheathed both faces Sheathed both faces f10% 1.00 0.83 0.71 0.83 0.56 .,,._.......,_..,7..., ._._.__.._...,_,...._.._._.._.....__•-_..,..,.......,....77.....,.....,08............._ ....,..,. 1)Full-width segment without opening at each end of sheer wall? } Y. ,6 In, 480#/rt 8 in. 670#Ift 7D% L00 0.87 0.77 0.89 0.63 ,,._.....,,., ..,.....,..._90#/11 ,.,....,..,,._.. ._..,. 9.1._,___,.__ ..........,.0....._._. 2)H/W Ratio of all segments within limitations? °:"Y 4 in. 700 it/ft 4 in. 980#Ift 80% 1.00 0.91 0.83 0.77, 0.71 :....: 0 ...,.,. ..i,_.......,...126. ......,._,._..,9.....,..._. ....1..0 .......,...._....95..........,_. 8..._,..__.08..,.,... 3)Top and bottom of entire wall have uniform elevations? Y- 3 in. 900 iF%ft • 3 in. 1260 Mt 90% 1.00 0.95 0.91 0.87 0.83 4) ............ .__.......1__.._.._.,.. ..._......_.........._...._.._�...... ___....__._w...__..____.,......._._..___._._......._...._._ ...................................,........_............,....._......__ Lateral force does not exceed maximum allowable shear? v Y 2 In. 1170#fll 2 in. 1840#/ft 100% 1.00 7.00 1.00 1 00 1.00 5)Wall height is less than or equal to 20 feet Y Overall Well Height .9,ft { .___.............._....__wOO.o t,u,A rn. ...,.-__....___... ........_.,._ Maximum Opening Clear Height .- 3.75 ft I w Overall Wall WMth •:32.07ft H/W Ratio k.......,,... _._._...»_.__._._._._..,..... - ........_..__...____.......................__.._..,.... __.......,.�...,....., Wag Segment#1 Length 8.5's 1.23> OK+ Wall Segment#2 Length 21 fl Ø,38?. OK' _ Well Segment#3 Length ft NIA OK aa9M4Ytlr 3,4,CM Wall Segment#4 Length ft tp3�1,A�4OK uwr 1 a"-te'A#nc�en�sy" amine Wall Segment#5 Length ft ,v,,, OK ( I Wall Segment#8 Length :R N/.° OK! .. 9 EL, 21.x;.fl ,.. ,.. .-."�..u. �,..�.... .x.. ... Floor 8 Roof Dead Load: 30.#/11 ,Ti OKSelf Weight Dead Load: 130#7ft 3 \\w',,�" f i TO PROCEED WITH DESIGN i / t 11 Nominal Shear Capacity: V v CoEL, Anchor Bolts/Nalls Required /� " #p %full-height sheathing 84%. Minimum sill plate thickness: °. x' ✓ ( 1 opening ratio: 4796; 1/2"dia.Anchor boll capacity: 1030# . a'eren+o Co 0,91: 5/8"dla.Anchor bolt capacity: i4lio k . f q(Service level unit shear): 98#/n 16d common nail capacity: F,226 A q'('q/Co) 108',#/ft .. f Total no.of 112"die.Anchor bolts required: 3', $€ 2 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 2`. i 31 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: 999 All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: } Intermediate Framing Members: 12"O.C, 6/8"dia.Anchor bolt spacing: -72-"O.C. uarrrx:c rcNW&OK,xa uo%w0 eVots Wall Sheathing On: ONE FACE i, ..16d common nail spacing: ,, , '26:'O.C, FORM FOrtrib iii r For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 865.#`. 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: ''.',,,:•••,.. •,:•...,710:9 All Panel Edges: SEE.AOBOVE c. Note:negative number signifies no hold-down required Intermediate Framing Members:./. 1Z5 0 0,' Hold-down required at ends on new foundation: Simpson HDU2-8D62.b ml SSTB24 Wall Sheathing On: ONE PAaf:' ? '. '. Hold-down required at ends on existing foundation:•5/8-inch threaded'rod embedded 10 inches w/Simp5oa HblfS-31542 5;' Floor-to-Floor strap required at ends: Simpson CS22 with 7-inch end 10)t th '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: Une 6,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate 1 able 4.3.3.5(American Wood Council SONWS) spacing(8d common or galvanized box nails) Co Lateral Force 2708;# Seismic VNnd ..%_ftill:hlight sheathing h/3 h/2 2h/3 5h/8 h Wind Force(1)or Seismic Force(2): '1<. Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0.43 0.38 Maximum H/W Wall Segment ratio: ••N:1 6 in. 240#/0 6 In. 335#/620% 1.00 0.71 0.56 0.45 0.38 Maximum Allowable Shear per sheathed face: ,Fps Otto 4 M. 350#/ft 4 In. 490#/ft 309,,,: % 1.00 0.74 0.59 0.49 0.42 Faces of wail with APA-Rated sheathing: "3` ......................3 In. 450 ft/ft 3 In. 630#/e 40% 1.00 0.77 _ 0.63 0.53 0.45 T,��'v6 %ft. .��._....._.2 rri. X20 illll�....... 50% 1.00 0.80 0.8 - 0.57 . 5.58 Verify: Sheathed both faces Sheathed both faces ,. 80% 1.00 0.83 0.71 0.83 0.56 1)Full-width segment without opening at each end of shear wall? Y' 6 In. 480 Mt 8 In. 670#/ft ,,,,,, 70% -Toil 0.87 0.77 0.89 "OAT - 2) .;_,,,.,, ._.._._._._.........__._..........."._..__......._.__.....__4__...............8_.#/ft ...�._ .._-...._..._.,._..�._._.- 0.._.._.�.____ ........_.._,....._......__..-.,. 2)HM!Rollo of all segments within limitations? 1AgrA;C_,'a" 4 in. 700#/ft 4 In. 980#/ft 80% 1.00 0.91 0.6 3)Top and bottom of entire wall have uniform elevations? Y _7 in.�..900#/ft3 In. 1280 it/ft 90% 1.00 0.95 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear? i - 2 in. 1170 OM2 G. 1840#16 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet _g µ„s,."«.,..,;,W Overall Wall Height68 ft 'wenW ., "r Maximum Opening Clear Height3.7k ft Overall Wag Wath 28 ft HAN Ratio Wall Segment#1 Length Wall Segment#2 Length 6.75 1t I� 1�01< .."..a gs 3 .. 3 k4r'ei Wall Segment#3 Length .ft �}1Nt bK .�� .x •"„,`` -1;$ . Ta .:. wt .vs..„. �``--- mxwi. Wall Segment#4 Length ft ,. N/A� 0It �, x t°.. '`= INSINNO0,,wittootvl, -'li1 Wall Segment#5 Length '.ft M ' c '.. Nolaa%-' ct"m. . 21 Wag Segment#8 Length ; ft H�'N/ OK, ,,,..,,a a ; '" *-» Floor d Roofadd Load: 20,8ft ~�1hab Self Weight Dead Load: 4 ��NB OK TO PROCEED WITH DESIGN Nominal Shear Capacity V"= CoE4 Anchor BoltsMells Required %full-helghl sheathing , Minimum sill plate thickness: # °` 74\ I ! ,.. opening ratio: X7%' 1/2"dia.Anchor bolt capacity: fit 04,0 ^ Co p 85. 518"dia.Anchor boa capacity: i 14488 ,, q(Service level unit shear): '➢,< 10518/It 16d common nail capacity: . 22eI , g" • . q'(4q/C0) 1li«. t#/ft Total no.of 1/2"dia.Anchor bolts required: HEWN For Deslcns Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 7/16"APA-Rated Sheathing with 8d common or gaNanIzed box nags at: __ All Panel Edges: O 6 lir - 'S t 1/2"dla.Anchor bolt spacing: 172 G,Pi«'� 31 y intermediate Framing Members:N �,. „.121'Q C.. 6/8"dla.Anchor bolt spacing: ;•.:42,7,41#1.0e" - u eoonw E Wali Sheathing On: ONE F C „,„,,,,. 164 common nail spacing: ..h"t 0'00,,. ,- II KOWA FORM For Deslans Governed by Seismic Gross uplift force at ends of perforated shear wall: e$ 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall i" 4pioa, All Panel Edges: SE ABOVE 0..,. Note:negative number signifies no hold-down required Intermediate Framing Members:4 , Hold-down required at ends on new foundation: Slmpsb0°t1DU2SDS2y5 w/SSTB24 ' "" 1 Wall Sheathin.On: I :,;',PEER Hold-down required at ends on existing foundation 1.a'•1t• `fid embedded 1D(ncheS ww 1i 50r;IDU((-80S 6 1' Floor-to-Floor strap required at ends: ° With, Inoh end lengtlk",,,ak in„,���„i1; .ia; 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall "(' 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x8's required at each end of wall: +'_......i' Segmental g ntal Shear Wall Job: Plan 60A,B,D Client Polygon Northwest Company Area of house: Line 3,Floor 2 Lateral Force '1580# INAfaELYTar14 w r Number of Panels in Shear Wall Line 1 1 Wind Force(1)or Seismic Force(2): sEisMtr.�wlNp per'""" -y - �, 1 Maximum H/W Pier ratio: 3.5:1 `SDS SHeA7A•IIN¢RaQUai[11 aY Ofaalfl //////Jj// /J/J' Overall Wall Height D 935 ft � r ��w�// !Y Minimum Allowable Panel Width 2.714286:'ft '' Total Panel Width In Shear Wall Line 9.5 ft Aspect Ratio OK? f'YE5''. Uniform WWI Self Weight 142.5 PI Panel Shear 166'#/ft r Plus shear from panel above .0'.#/11 Total Panel Shear '156-#/ft foliei.....i.„..04;),/ji/AVAil k Total Length of Shear Wall Line ,...,9.50 ft C. Required bottom plate size: --'.2x Bottom•Plete!. Hots-Down TRAP REQUIRF,O It Required sheathing: '<; 7156-Inch APA-.Rated w/8d 6&12'.. BYREiati CW APPUC*aLal Panel 1 Width n--,—.....„,_ 9.50 ft Panel 1 Roof&Floor Dead Load 0#/fl M. M 15010 It-# 337'ft-# —^+e Tension force: .1545;# Add Tension force from panel directly above: 0# Total tension force: 1545# 1 ANGHOR.AND HOLD.00wN REOOiRED SY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(If at foundation): 75"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 107"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 48"OC 'r Maximum tension force: 1545# Hold-down required at ends of segmental wall(new foundation): Simpson HDU2-SDS2.5 w/SSTI324 Hold-down required at ends of segmental wall(existing foundation): '5/8-inch threaded rod embedded 10 inches w/SimpsonRDU5-SDS2.5 ,,; .•' 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 3249# 1 Number of Panels in Shear Wall Line 1 aEt8Mtcn 1No Fot1QE—•---Ir,' .,+"� Wind Force(1)or Seismic Force(2): 1f t /'//J// Maximum H/W Pier ratio: Pi. SMEATNRKi RE4UtRep BY OE816N °.//do 0f/ 1 //>�/ ' SDs 0733; Jf e ` Overall Wall Height 9 51ft Minimum Allowable Panel Width ?14266;ftTotal Panel Width in Shear Wall Line 9 5'ft Aspect Ratio OK? YES'. 1 Uniform Wall Self Weight 142 5#/ft Panel Shear 342';#/ft / '$ Plus shear from panel above rinariiAinft 41. Total Panel Shear i'i .„342;#/ft Total Length of Shear Wall Line 9.00,ft Required bottom plate size: 2x Bottom Plate, HOl.0 0OWN$TRAP REQU REO BYOESIGN{IFAPPI,ICASLEJ Required sheathing n�iil�dnch APS Rpiedw�8d�4012 -.».,-, Panel 1 Wdth 9.50 ft ✓: �Y^-~��'-`� Panel 1 Roof&Floor Dead Load 0,#/ft J M. 3o5&'ft-# ._.... .. M, i-iiiii.33T.ft# „m 214# Tension force: """"'""""" Add Tension force from panel directly above: '0I# Total tension force: • 32144 4 ANCHOR.ArmHQLD430 4 REguiRED SYOESIGN Max 12"dia.Anchor Bolts Spacing Required(If at foundation): 38"OC Max 5/8"dia.Anchor Bolts Spacing Required(If at foundation): 52"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 24"OC Maximum tension force: 3214# Hold-down required at ends of segmental wall(new foundation) ' Slmpbafll)(0 5-SOS,2,E W SSTB24„ Hold-down required at ends of segmental wall(existing foundation) 5181nchthreadedrud:arnbsdded10InchesW/Simpsonl-If;)U5.f3$25 � , Floor-to-Floor strap required at ends of segmental wall(if applicable) Slrnp5Dh CMSTUtS With 201nch enfl length .' _., f Force Transfer Method Job: Plan 60A,B,D 5 6 7 8 Client: Polygon Northwest Company .a et 1 Area of house: Line 5,2nd floor WIND/SEISMIC Lateral Force 2724.# FORCE Wind Force(1)or Seismic Force(2): 1',, Maximum H/W Pier ratio: 3.5:1 A D F Overall Wall Height 8 ft I Overall Wall Width 16 ft t 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 Vertical reactions at bottom corners: 1362.# STRAP—, WINDOW/DOOR WINDOW/DOOR G Shear at bottom of panel: 170#/ft OPENING OPENING WIDTHS.01< HEIGHTS OK H/W RATIO OP 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: 1513,3#/ft v2.71.2-8= 1513.3#/ft C E 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 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= ., 4540# FORCE FORCE Strap required for horizontal force transfer: Simpson CMSTC16 End length required: 20 inches 4' 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 WjSSTl324 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 CS18 with 11-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear. 3 Segmental Shear Wall Job: Plan BOA,B,D Client: Polygon Northwest Company Area of house: Line A,Floor 1 ..rne.hvsu,„,„. I Lateral Force 4312# Number of Panels In Shear Wall Line 1 aSISMtCfmIND MRCS p Wind Force(1)or Seismic Force(2): 1 �f A%/� 1 f� //fs Maximum H/W Pier ratio: 3 6 1 , e�r�// i ' /� l l�f: S _ tl7,, "ne Rsoximen ay cgstt r / for • f// i �f�/ Overall Well Height f,00//001,..of Minimum Allowable Panel Width 2 571429 ft f Total Panel Width in Shear Wall Line 9f _9f Aspect Ratio OK7 Y.BS! _,�f f/ Uniform Wall Self Weight 135#m fA Panel Shear 478#/ft j0 Plus shear from panel above 0j#/ft �f Total Panel Shear 79'#m ..00 Total Length of Shear Wall Line 9.00 ft Required bottom plate size: (2)2x Bottom Plate; tiOGDUCWa+STRAP HEDtriRE0 SYDESION SS APPLICABLE) "^- Required sheathing ,r „�'fI&dnch Ai�l.,f#ated1 t8d:3 312 'I `" -•..-,, ri Panel 1 Width •'9.00'ft 1 ,��"""_ Panel 1 Roof&Floor Dead Load .245#81 f M, 38606,1 ft-0f ...... _...' M, 7,655;ft-# — ,. Tension force: ! 3461:# —.._. ...........__.__ ....__.� ^ Add Tension force from panel directly above: 0# Total tension force: 3461# . 1.1 „..,,,,„:„,..,..,,,,,,,...„..„ _„.............. . , . ... ,.,,,..,... / IQRNi0 t 941 t?OWN REQUIREDHYDSSION 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 1 :"::::I 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) S)fo$dh HDU5-5052,5 W/'sSTB2 ....�., Hold-down required at ends of segmental wall(existing foundation): •7/8 Inch threaded rod ember dad 15 inchew s /Simpson HDLtB-SDS3 E Floor-to-Floor strap required at ends of segmental wall(If applicable) Stmpason•G,MST 18 wttlt 2a-lhct]end length. ^r' ,,, t s. Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or;alvanized box nags) Co Lateral Force 4312# Seismic Wind Force(1)or Seismic Force(2): 1: . Wind %full-height sheathing N3 Edge nailing v Edge nailing v �•^^^^^-•-�^�••--^•^•---•••--- ...__....__.,h12-mm•...^� 2M3 5h16 h Maximum H W Wall Segment ratio: S,..6i:110% 1.00 0.89 0.53 0.43 0.36 6 in. 240 1/it 8 In. 335 iNft _._...._.._._�..._.__........_.._..._._..._... .__....._.__......_ ax mum Allowable Shear per sheathed face: . i2ftP#/R """""-'"^-•^^--•••^--^--•-----••-••••••••••----- 20% 1,00 0.71 0.58 0.45 -Ell - Maximum In. 350#/ft 4 In. 490#M ..__._......_..___-._. ..._....._.�__�. .-.._._._...._...._.._................_"....._..._.._..-.-_.-...__ Faces of watt with APA-Rated sheathing: J1; .-._......._..._..........._.._.____....._......__............._____..__......_.,__._...........__.._. ..._....._. 30% 1.00 0.74 0.59 0.49 0.42 _ ..2 in.""-565'8/fi.................-_-2 In.,......_...820#/fi-....,..,..... .......-.-_.._..40%_ ....1.00...,.,...._..., 0.87-........---.,........_0:67........_.0.53.-.......-..0.40.__ Verify: 50% 1.00 0.80 0.67 0.67 0.56 Sheathed both faces Sheathed both faces ""'�"" 80% -0.83 -•----•-••-•.71 ••••-•--•••••._.-._______ 1)Full-width segment without opening at each end of shear wall? Y:. 80% 1.00 O;83 0.71 0.83 0.58_ 2)H/W Ratio of all segments within limitations? ,,,)/? '_•__,..••......4 in ^_' 700_ iNft•,__" �•__-•• 4ft In. � -••980 Mlft •• 80%""'•' 1.00'•-'"'•"'•"'"'0 91 ....law 0 77 ••"0.71 3)Top and bottom of entire wall have uniform elevations? Y "" "' "'3 In 900#ft 3 in. 1260#19 90% mm, 1.00 0.95 0.83 0.77 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear') , V �•'••'""2#in. 1178/ft-••'•• 2�in.� 1640#/ft"��•••••�• 100% 1.00 __.. 5)Wall height Is less than or equal to 20 feet : 1.00 1.00 Overall Wall Height ':9 ft ..,.......M.a...w....._.. avaaeu.iwwiLwmrk... Maximum Opening Clear Height 4 f - - - - -- • Overall Wall Width 30.5 R H/W Ratio ._,.,........�._... ......._.._.,._ ......_... �..m.....,,. ............. _ Wall Segment#1 Length 16.5 ft 0 55 FOK- - •'•^^^ Wall Segment#2 Length 11.25 ft " N/A. OK Wall Segment#3 Length Wall Segment#4 Length ft ,,,,NA:`:',",..r: ( • >".,.",,, ,,.sit' +r a.a•at/t �r Wall Segment#5 Length ft NIA OK • 1+F atx1 Wall Segment#6 Length ft NIA ...,._•• OK ." ) Eli z .,, ..... ` 'r Floor&Roof Dead Load: ti 285#/ft Self Weight Dead 135.#/ft ,,Yw � OKKWITH TO PROCEED WITH DESIGN z Nominal Shear Capacity: V vC°ELi Anchor Bolts/Nelle R thickness:d w 1 full-height sheathing :$d%: Minimum sill plate "'2?X tS opening ratio: - C %: 1/2"dia.Anchor bog capacity: 1040# ° 0.86 5/8"dia.Anchor bolt capacity: 1488# ii q(Service level unit shear): X155'#16 16d common nail capacity: 228# f x of('q/C°) ^164 8M ) Total no.of 1/2"dia.Anchor boas required: 5: 1 [ For Deslans Governed pv Wind Total no.of 5/8"dia,Anchor bolts required: 3.. I\1 I 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: - AS Panel Edges: At5 O 112"dia.Anchor bolt spacing: 72"O.C. ` N. Intermediate Framing Members: ;12 '510 6/8"dia.Anchor bolt spacing: Wall SheathingOn: i g• 72"O;C... ?uw/rt+courne5sron 014,fAt ••.... 16d common nail spacing: FORCE tmurr+CnswanastO1 it FORCE: For Declaim Governed by Seismic Gross uplift force at ends of perforated shear wall: 1472# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wale -1993# All Panel Edges: SEE O C Note:negative number signifies no hold-down re uired Intermediate Framing Members: „12 0_c. 5 Hold-down required at ends on new foundation: Slm son HDU2-SDS2.5 w/:SSTB24 q Wall Sheathing On: ONE FADE.,„ ,, Hold-down required at ends on existing foundation: 5/8-Inch threaded rod embedded 10 indhepbr!Slnlpabn-HDU5•5002.5 Floor-to-Floor strap required at ends: Slmxsort 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 wail: 1 Perforated Shear Wall Job: Plan 60(A,B,D) Client Polygon Northwest Company Table 4.3.3.5(American Wood Council SDPWS) Area of house: Line 2,Floor 1 7/16"Panel wI Edge Fastener Spacing as noted with 12"Intermediate spacing(8d common or a alvanized box nails) Co Lateral Force 2040.# Wind %full-het hl sheathin h/3 h/2 2h/3 5h/6 h Seismic ....._,..._..,,>1.......,.._.,--...A.. .......................__.�._-_...,,_....,.,........._................,.,_...._..._.... Wind Force(1)or Seismic Force(2): -u 1'. Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0.43 0.36 Maximum HIW Wall Segment ratio: :g` 3.5"i:1 6 in. 240 ft/ft 6 in. 335#/R 20% 1.00 0.71 0.58 0.45-,, 0.38 Maximum Allowable Shear per sheathed face: „: 1g18'#/ft ............ 4 in.......,.... 350#/R..,.._...... ._......._ 4 in. ......__ 490#/R .__.._.._._.._30% 56_.... _.._..... 0.74 ...... 0.59 0.49 _..: ..__. Faces of wall with APA-Rated sheathing: 1' 3 m 450#/R...._. ....3 In. _..�, 630#/R __,_.._.. 40%.,-,,,__..,....,....1.00--,...._.. 0:77.......__..___....._0 63-_. 0.53 _..,_0.455.._.... 21n. 585 Wft 2In. 820#/R 50% 1.00 ....,.0;80.., 0...__-.__ :87_...._.-...0:....7..............�:.5�.._._ Vent': Sheathed both faces Sheathed both faces -__,__,-„80%.-..,_ 1.00„_„_______0.83 ._. 0.71 0;56_.. 1)Fug-width segment without opening at each end of shear wall? YI 6 In 480#/R 6 In. 670,#/R 70% 1.00 ,0.B7 0.77 0.69 0.63 2)H/W Ratio of all segments within limitations? ,,,'V _,.4 In 700#.. 4 In 980/VII ,80% 1 00 0 91 0.83 0.77, 0.71 3)Top and bottom of entire wall have uniform elevations? Y' 3 In 900 INR 3 In 1260#/R ,__- ,�,_ 90% 1,00 ,.. 0.95 0 91 0 87 _.0,87, 4)Lateral force does not exceed maximum allowable shear? V 2 In. 1170#IR 2 In. 1640 ft/ft 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet ing4.4'gNIMIESPII Overall Wail Height 9 R r... ..m .wavettALL WAILLIMorr -..-.a,.. .__.. ..,,. Maximum Opening Clear Height '..I...:!;!::i.ILBft Overall Wall Width 22 ft WV/Ratio . tt.._......- _.._....-._._.....-_.._._...._..... ..........__,.._............... �,_�..........., .__..._._.... _..._,.._ .........._. Wall Segment#1 Length 3R 0.+511 DK ., Wall Segment#2 Length 9 R s 1.00 DK " eor+ya+rs-� saoaswrrerste Wall Segment#3 Length R N/A 0K s tante ft 3,4.s.al 1 --$101tAttO Wall Segment#4 Length ,,it NAE 0K e '3 E Wall Segment#5 Length 4 Wall Segment#6 Length '.ft N/A,,..a P01C ., %,,. .. ,... -,,,, .....-.,--•-., EL, 1' ft I /// Floor&Rooftadd Load:: 120#IR \\ ,/,/ n Self Weight Dead Load: ._ 135#/R g1 OK TO PROCEED WITH DESIGN acro g. I Nominal Shear Capacity: V v65% Anchor sit plate Required s Iu1S %full-height sheathing o* Minimum sill plate thickness: ,5....,... i x �/"/ opening ratio: 67%W 1/2"dia.Anchor bolt capacity: 1040 1! C0D 87- 5/8"die.Anchor bolt capacity: 1488# € q(Service level unit shear): t70 8/n 16d common nail capacity: ,_ 228# „ ,, ti q'('q/Cu) HRERtocwft Total no.of 1/2"dia.Anchor bogs required: ,"2 11 1 for Des)nna Governed by Wind Total no.of 5/8"dla.Anchor bolts required: '�; i 4 I 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at. , }} All Panel Edges: 6 ICY C 112"dia.Anchor bolt spacing: i 72 0 0 "' • ta'RirrJCdalilialea9rt 1 Intermediate Framing Members: : 12"0 0 518"dla.Anchor bolt spacing: 3 0 i uPLIF1P#C cs9/oM Pie It Wall Sheathing On: ONE FACEv`, <.., �c 18d common nail spacing: .11..4 C. .... for Deakins Governed by Seismic Gross uplift force at ends of perforated shear wail -;2084 8 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: .541.86#' All Panel Edges: SEE ABOVE C Intermediate Framing Members: 12 r Q C Hold-down required at ends on new foundation: Simpson HDU2 5DS2 5 w/SSTB24 - Wall Sheathing On: ONE FACEe Hold-down required at ends on existing foundation +(no .5/8h threaded=:rod embedded lb inches wI Simpson YOU'a`-SDS2.G:�y. :Sim s Floor-to-Floor strap required at ends: on•CS18:wih Il-Irl_oll endlength „-„w . ,_ „ . �.. 'Note:For walls sheathed on both faces with edge nail spacing lees than Number of 2x4's required at each end of wail: •3. 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 208's required at each end of wall: 2'. Segmental Sheer Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 1 ..,1771# ^(' PWLWAf,:� i Lateral Force I Number of Panels in Shear Well Line 1 9E1sAtx'NVIND MACE Wind Force(1)or Seismic Force(2): 1 1� r� � r'4, r r.. Maximum H/W Pier ratio: :3,5;;1 V f t.. SD. 0.733 aNrnml�aREQurREQarDaslt t A`//�r 0Overall Wall Height 9 ft f°,,//�� � •/' 1 i�Minimum Allowable Panel Width 2.5714291ft 'P /, At/ Totem Panel Width in Shear Well Line 29 ft 0.0/: i Aspect Ratio OK? YES i Uniform Wall Self Weight 135 tuft • �� • _ Panel Shear 186.#/ft 0� Phis shear from panel above •188#/ft /1 Total Panel Shear 353'#/ft j! Total Length of Shear Wall Line 9.00 ft Required bottom plate size: -.(2)2x Bottom Plate HOLO..DOwm sTRga RECOILED Required sheathing: .. 7l184noi.APA•Rated w/8d itg 4&12 BYDEMCN BF APPLICABLE) III!ii Panel 1 Width 9.00 ft Panel 1 Roof&Floor Dead Load 0#/6 M. 15100164 ;271964 ...._ ... Tension force: „7376-# - �.. Add Tension force from panel directly above: 1545 Total tension force: 29211 11 Iii,,....... ril mcnQRmo HOLDOOWN n REQUIRED BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required Of 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): Simpson HDU2-Sb 2:§N+[ .ST'924 Hold-down required at ends of segmental wall(existing foundation): /S Inch threaded,rod e}nbedded 10 inctrea4✓/Simpson IbtJ5 sbS ;s , ,,,, Floor-to-Floor strap required at ends of segmental wall(if applicable)ii .�. SiMPb6N GMSTO16,.j 0-letel#IN fai%gthi, .,, Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 Lateral Force 2926I# f PANEL wr:rrtf,. f Number of Panels in Shear Wall Line 1 statuteromo FORQt----�*- -..-. �,� —hr Wind Force(1)or Seismic Force(2): 1 , . . to Maximum H/W Pier ratio: 3,5 1 i / /�E / ' Sos dT33: anEArrramREQuau�.aaYGEstaN 10 //% / f / Overall Wall Height 91 ft ,�f/�/ I/ Minimum Allowable Panel Width ',2.57,429ft i/. Total Panel Width:rWat Line 9,5,ft,.135,'#JR $ ` Penal Shear 308i#th Plus shear from panel above I ti:4: #/R Total Panel Shear 650#/ft g Total Length of Shear Wall Line ,9.00,ft Required bottom plate size: )242x;BPttdth f 6t'� I HOLD.00wht STRAP REQtIREO-:. 9YDETRse OFAPPLJGAeLE) Required sheathing ni34fichAlAAlitiViAp{g3&'12 IE Panel 1 Width '-:'9.00 ft Panel 1 Roof&Floor Dead Load 0#/ft M. ''2$$485-# <,y M, x 2T1tft-# :. . Tension force: ,2470# ..,. �._�.....,m_ ,� .�._.�. ....___... Add Tension force from panel directly above: 32141# Total tension force: 5664# 1 :,?,,:',3*-'!::-.':::: :i ANGFftANOKOLA-WWII '_... REQUIRED BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 38"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 55"OC Max 16d nail spacing required at bottom plate: Plate too thick for 1Bd nails"OC Simpson A35 or LTP4 maximum spacing: 25"OC s ..':; Maximum tension force: 5684# Hold-down required at ends of segmental wall(new foundation) Simpson HOQB-SD83 WI$61828 8118 4k diuf jbb8t8 '', Hold-down required at ends of segmental wall(exlsting foundation) onault Simpson,fvtanua( x., ,,.:« _ Floor-to-Floor strap requirel at ends of segmental wall(if appiicable) Slfr�p6ofi:::,. TS4 iv[t1 304nc i e1t8len�fh Force Transfer Method Job: Plan 60A,B,D 6 S 7 8 Client: Polygon Northwest Company Area of house: Line 5,1st floor .p_._ v 1 WIND/SEISMIC Lateral Force 5307# FORCE Wind Force(1)or Seismic Force(2): Maximum H/W Pier ratio: 3.5 :1 A B F Overall Wall Height 9 ft Overall Wall Width 16 ft Height 1-2 2 ft 2 — --- - Height 2-3 5 ft Height 3-4 2 ft Length 5-6 "3 ft Length 6-7 " 10 ft FORCE Length 7-8 3 ft TRANSFER Vertical reactions at bottom corners: 2985# WINDOW/DOOR WINDOW/DOOR G STRAP B Shear at bottom of panel: 332#/ft OPENING OPENING WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK ; B&G Horizontal: v= 884.5#/ft D&E Vertical: v= 746.3#/ft Forces at points 2-6,2-7,3-6 and 3-7: 7463# Forces zero out at points 2-5&2-8: l l vz-s ro z s= 2487.7 it/ft 2487.7#/ft C l E 1 M A&C Horizontal: v= 1603.2#/ft F&H Horizontal: v= 1603.2#/ft 1 i Vertical Force @ Point 2-6: F= 1714# 4 Vertical Force @Point 3-6: F= -2709# 4 4 Horizontal Force at top and bottom of windows= 7463# UPLIFT/COMPRESSION UPLIFTICOMPRESSION FORCE FORCE Strap required for horizontal force transfer: Simpson CMST12 End length required: 39 inches p Sufficient Panel Length for required end length? ' YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.s w/SSTB24.' Hold-down required at points 4-5 and 4-8 on existing foundation. 5/8-inch threaded rod embedded 10 inches IN/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 Sheer Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A&B,Floor BSMT y RANEE MI ti,w-- —/ Lateral Force 1771# it ' Number of Panels in Shear Wall Line 1 SEl8wtcmf O F.•,. ,e d. f Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3 5.1 : /ire,�" S 1053', &tEATMING RE0UIREO sY DESIGN 0 SD, Overall Wall Height 8f ���j Minimum Allowable Panel Width 2l286714 ft Total Panel Width in Shear Wall Line 21ft � /•/ Aspect Ratio OK? S'ES � � Uniform Wall Self Weight 120-#M 14"//51 Panel Shear 64#m a shear from panel above 10;#/ft Y. TotTotal Panel Shear �4!,#!ft ITotal Length of Shear Wall Line 21.00'.ft Required bottom plate size 2.X.tiottOrtf Plate 14040.O0001+STRAP REQUIRED HYDESIGN OF APPLICABLE)Required sheathing ,,,ffi6•JnEh At?*Rated w/.8d�,�$?I2 Panel 1 Width 9.00 ft Panel 1 Roof&Floor Dead Load 330#11t f M. ,6072_114 �. ............r M9O65i ft-# �� Tension force: ..333;# ....:.: ........._._�:................ :_. ._..,__.,.�. Add Tension force from panel directly above: 3214# _ Total tension force: 2881# ti "Note:Negative tension force signifies no hold-down required 41 ANCHORAKO POLL-00AM_. 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): SlmpbdfiHDU2 Sb$2?5,W(55T624 ` �. Hold-down required at ends of segmental wall(existing foundation) $!8 inch threaded rod embedded 1i0(nehes w/:Simpson Hr5U�5L1§2$' Floor-to-Floor strap required at endeof segmental wallY(if applicable) �..,_ . Slinp46iiCM51'Gi6,w1th2d-lhoh,engJangth :: '.:/..,:... .,.4..:::,: SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Strong-Tie www.strongtie.com Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *2009 International Bldg Code *Wind *3000 psi concrete *Alternate Basic or Basic Load combination *ASD Design Shear=2556 lbs Selected Strong-Wall®Panel Solution: End Total Axial Actual Model Type W H j T Sill Anchor Load Uplift (in) (in) I (in) Anchor Bolts (lbs) (lbs) SSW24x10 Steel 24 117.25 3.5 N/A 1 2-1" 100 15808 lb Actual Shear& Drift Distribution: Actual Allowable Actual/ Actual Drift Model Shear Shear Allow Drift Limit (lbs) (lbs) Shear ( (in) (in) SSW24x10 2556 < 4205 OK 0.61 0.33 0.67 1-SSW24x10 is OK. Notes: Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 3 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Strong-Tie www.strongtie.com Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *Stemwall-Perimeter *2009 International Bldg Code *Wind *3000 psi concrete Anchor Solution Details: Woman tumuli todit Pe+ sse I wn ,n age.. SSWHSR Stair totIttattet omitted swing 4'♦ woman tekttitntrotil tad*pit Matt*nett:taw. } g SSWAB fa t.Stt Pte. SSWHSR SWAgle r °t f i= Stet;rettottouttt r-dt Lt. 1., r p whet motet fi .e: SSWA9 i4 fl,;• • ra' ' i SSVt t fi} 9 4l f-11•. ,;r- 43 ,.x• is ey3 W !i, � I±SWMfi,h'7Y#d[n - w—..-'S§v('._yl -4 W... ----*.' `r-'few.-r-N.-,•S--* -diw--4" Core or Stemwall Section View footing Plan Section at Stamwall SSWAS and SSWHSR Extension 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 SSW24x10 1 27 9 i 18.25 I SSWAB1 I Standard I SSW24x10 24 8 18.25 SSWAB1 Standard � E 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. www.strongtie.com Strong-.re eO STEEL STRONG-WALL®SHEAR ANCHORAGE Foundation shear reitdarceene#to resist shear forces from Strong-Wath'panels located at the edge of concrete a shown to the table below, The SSWI2 and SSWIS used in wind app5eations do not tegeite shear reinforcemerdwhen the panel detpn Shear torce iS less then the anchorage allowable shear toad show in the table below. 5•93611.01f110' Ltetly ` .. + Walttea ..... ..i,�tfiotma ._,...__AddA#owableShearLeaf * fixM ( ) 1..pr Chai781wnrall ...hex CerO/StemwaN, - .: east Width ReUdmeianel 'Wier .rlaieltatn(CerblStsme i rabbi ItitWl3Nanua (in) peg u eaekne-I Cracked . .UoraFref . Cracttgd" SSW12 9 p)lnnea Nolte repotted — 1330 l 990l 1605 1145 SSWtS 12 (1)l3T1e 6 Hone reqiced 1 — SSWt1185 40 2015 tui §§ d 14 (1)13Haiipin >P (1)73Wapiti S . 4 8 SSW a M031110pin 5a il)#3Hairpin 6 Haupiniunl12reeen nb tevesmarimun Stowable shear loaf of the Steal strangWar panad, SSW24 17 gill Heir'pug 5, MOM** 6 —— 1.Shear YCMrageonions canines to ACd 311415 and assume minima F.2500 pet concrete. 2.Sheat reinforcement is not cnquireo leu panels instated en a*oaf Nom Waite touneatiea aptdralhe(prig ingrektif 3. >e-MaicalesMai:ales Se D�Category C Wimp t Deached i and 2 family&Minos Or Se-CC may ma wird aafcaara4a smaliane Sesmic stiaat r odic emeip d034rts enedorm to ACI 318.05 See-inn 011.4. 4.Word kxkwes Seisms Dee*CaenteryA and B. SWhere nal'.duenirreeden iwlelwidets6'eatni grodarogirgiate woe isused, A 17st(1)03 tie Inc 59W12 and SSW15 teen the Steel Strong-War panel design sheaf tem exceeds the tabulated mrttmrtpe allowable shear kali. 7.The repfslered desen professional may speraty abernaie shear agape. .s------ —th Arlin. ---a' '.�e..:...,..�._.,,..._....�.,,.......Lt ..............a..f i f L+/- 4'ego,--ti e fiii C el, • SSWAB 03 Navin Fuld Pe and secure dia'mp S5WA5 #3 Fie Field tieing Seine Wage 4b mbar deet pt cereeat,Overlap grade 40Wang co-nogg {3Aia;} varies**bobspa9ng, r4Aar(Mie$ placentae! Hairpin Shear Reinforcement Tie Shear Reinforcement SSWAB tel Hairgn OS he similar), --...see table for regdeed quantity. tifSLRSa2119111111f11111911 r--11041416Q t `yIlltho MMlaailrre r a 177112-4 i' . -. 13ERMSEATAMIS -, 7%7 ' ' . `-'5' *: . . * 444'" „_ .m tg 1a- Hairpin installation (Garage curb shown,other loafiip types wa r} • 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 Fa Printed: IMAY 2018,11:59AM WQQi " Li tet, Ai *24I x ga *A1 � S ifra ,,,cOgaf5PK r1 .49.* _. . ,,a 4. , .IT - 140.�83„ i&*1 15 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Decksupportbeam(worst case-18'x10'deck) * rMFZZIZ 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-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 D(0.0550)L(0.220) ' a tr W EDI&W q ; � ss `• vl ,tv i'Ssr? .'y`x- � x. k'f�i. .. ..::.. • 4x8 4x8 • Span=Loft Span=8.0ft • 4p01 $1" 4 g s W ,eAWService 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 'DESIGffrOMMAR". ', Design OK Maximum Bending Stress Ratio = 0.833 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+1..+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. V # ) t 1 ��'". kOS'SFP{3'a"�„ C #t'1VLA Pi,, tf'OW9.1,i f Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t CI_ M fb Fb V Iv Fv +D+H 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 +D+L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.054 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 0.14 53.81 994.50 0.96 56.60 180.00 Length=8.0 ft 2 0.839 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 2.13 834.32 994.50 0.96 56.60 180.00 +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 +D+S+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1143.68 0.19 11.32 207.00 Vista Structural Engineering,LLC Project Title: Plans 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 2016,11:59AM B@aIT '-,",,,Y"'-:6'--,. _ Fie C 1t1s s-PO*1001ENEFCA 111150.ec6` R� _,.�, ...T ._. . ",rI ',-',.`W":''''' ... r ','L. ,. ;; ,r w34cAtc-1NIi.1983-2016 8u8d816415'Yer6-16415 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 Cm/ Ci Cr C m C t C L M fb 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 +D+0.750L+0.750S+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.038 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1143.68 0.77 45.28 207.00 Length=8.0 ft 2 0.584 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1143.68 0.77 45.28 207.00 +D+0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D-0.60W41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.70E41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +0-0.70E41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +0+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 40+0.750Lr+0.750L-0.450W+}{ 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505+0.450W4I 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.750S-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+0.5250E+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 40+0.750L+0.750S-0.5250E41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.600-0.60W+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 159120 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 Ov8111 M1*i11'1ui1'I Deflectjt7n1T Load Combination Span Max."-"Dell Location in Span Load Combination Max."+^Defl Location in Span 1 0.0000 0.000 +04+1-1 -0.0531 0.000 +04+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 2016,11:59AM e e oopia,oroitiagted4 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Deck support beam(worst case-18)(10'deck) Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+H 1.392 1.083 +D+Lr+H 0278 0.217 +.D+S+}{ 0278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+4-I 1.114 0.866 +D+060W+H 0.278 0217 +D+0.70E+H 0.278 0.217 +D+0.750Lr+0.750L+0.450W++1 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 0.278 0.217 Lr Only L Only 1.114 0.866 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:27PM Wbad Bearli ,1".1,440,,,,,.;.i.,,,,,,,,,„,...,,',.,4,:.„.:,,,,, i. ENERCAVC NC 138320th Su dd$1641 er6l8d 5: Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS CODEREFERENCES` 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 0(0.06)• • • (0.24) •• • • • 0(0.01)L(0.04) ( 1L( q) • + + + + + • • . i .'�.+• �, ` �t.i,.` •z '. 1C • • 2-2x8 2-2x8 • Span=9.0 ft Span=1.0 ft Aiijiied LoadP, 7 Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 fl Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50->>6.50 ft, Tributary Width=6.0 fl Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 fl x DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 985.00psi fv:Actual = 48.11 psi FB:Allowable = 1,055.70psi Fv:Allowable = 180.00 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. Maximum Forces&,S,tresses;forLoad4C"6 binatii ns Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Fb V fv Fv +D+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 +D4+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 2.16 985.00 1055.70 0.70 48.11 180.00 Length=1.0 ft 2 0.011 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 0.03 11.41 1055.70 0.02 48.11 180.00 +D+Lr+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed 10 MAY 2016,Z27PM . . . _ �•, �s�.--.'� ,�:; e �� . . „ L � � ;3: _. ���., . , ;. cytrd .,, r .. . `� Lie.#: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 Cl Cr Cm C t CL M lb Fb V 1v 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 +0+8+11 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 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 +0+0.750L+0.750S+11 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.649 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 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.70E+1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 228 1689.12 0.00 9.62 288.00 +D+0.750Lr+0.750L+0.450W+H 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +4}+0.750Lr+0.750L-0.450W4l 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+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 +1}+0.750L+0.750S-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+0.5250E+H 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0+0.750L+0.750S-0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 Load Combination Span Max "Defl Location in Span Load Combination Max."+"Defl 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 Printed:10 MAY 2016,227P � Wood Bearit s 983-201d69S9,IT.1C 69fi415s e C lUserslDennssODIENERCA 4U 150 ec8 ' aI IERCAI.01NC.16, >� �� "fir b. '- s(«`, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS Vertical Rei1Ct70nS 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+1-1 0.124 0.156 +D+0.70E+11 0.124 0.156 +D+0.750Lr+0.750L+0.450W+11 0.498 0.622 4+0.750L+0.750S+0.450W4I 0.498 0.622 +D+0.750L+0.7505+0.5250E41 0.498 0.622 +0.60D+0.60W+0.60H 0.075 0.093 +0.60D+0.70E+0.60H 0.075 0.093 D Only 0.124 0.156 Lr Only L Only 0.498 0.622 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 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 2016,251PM xy w s ,y 3 ' a a r .,"313ent HNE1 0,, 150. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS xs 1 Z 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-Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.015)L(0.06) i i i �.. }". - • `, .. `,ice 5 �.. � ei' �� � ,. mac, 3c, <, .,,��.', , ,za„�, ,. ,re _ .��a. < ... .�"w� • 2-2x6 • • • • • • Span=11.670 ft 1 • ff s`` r, Service loads entered.Load Factors will be applied for calculations. Ap�,... d Lc;3t�s . W,.. a ", Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 fi bi SI6 tVM +MAk f 5 .F Design OK Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio = 0.205 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,012.98psi fv:Actual = 36.88 psi FB:Allowable = 1,143.68psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +0+L+H Location of maximum on span = 5.835ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M ib Fb V fv Fv 404H 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 40+1_41 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 +0+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 +1)+0.750Lr+0.750L+11 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.567 0.131 1.25 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1429.59 0.32 29.50 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.616 0.143 1.15 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1315.23 0.32 29.50 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:51 PM WaPcl Beam. ., >, E2fAC'ilINC.:lDs�.0lO76enBuist0&6164ER1 CAVel161176i14ec15 i.,a ,, � , _ 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 C i Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.60W+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 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.70E+1-1 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-0.70E41 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 +0+0.750Lr+0.750L+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+0.750Lr+0.750L-0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.450W+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+0.7505-0.450W41 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+0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0+0.750L+0.750S-0.5250E+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 0uerallMaidmum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4730 5.878 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.438 0.438 Overall MINimum 0.053 0.053 +D+H 0.088 0.088 +D+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +D+S+H 0.088 0.088 +4J+0.750Lr+0.750L4 0.350 0.350 +D+0.750L+0.75054 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+0.450W4l 0.350 0.350 +0+0.750L+0.7505+0.450W+H 0.350 0.350 +D+0.750L+0.750S+0.5250E+H 0.350 0.350 +0.60D+0.60W+0.60H 0.053 0.053 +0.60D+0.70E+0.60H 0.053 0.053 D Only 0.088 0.088 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only DECK LATERAL ANALYSIS JOB NAME Polygon Northwest Plan 60(Tuckunder) CITY Wilsonville,OR 'Number of stories! 1 ROOF (SL .;.. . O DL 0IAREA r: ' 0 DECK 'LL ...s ..: 40IDL (..'" .l 'AREA f 180, Effective Seismic Wei:ht,W s, tl :b.962 S, F. 1,111r:1.115F„ r s 5Ms . , 1.073,Shit .0.653 DESIGN SPECTRAL RESPONSE SDS SD] l i Importance Factor,1 1.0 Response Modification Factor,R 6.5 Seismic Design Class: Period,T,(seconds) Cs z ; t t V , < Weight,W(lbs) hx(ft) WXh„k C FX(lbs) 0.7E(lbs) Roof 0 - .. .1,' 4,, ,lt,, _ f �..... t • fj4 Deck '`"1x°*- „fit 4 . ... ._. ... .. y1 __ k=1.0 Total 198 . PROJ: 571/7-1%. 1k) V I S T A //-S2) Ilicttett!til.mally) — STRUCTURAL - ' i | ��� • - . - - ...; / . .,., ____51-66 cof-161-0'67 __(1.-Miiiiig. T: . ' 1-; STAL ; I MI 001r,-14 1074 flik4 i :..1,5E__,..f......,. .-..02t._......L._L__.. ...!,e.illart_itr:_aias,. 44,,; ,,,,,,e....i i : . i ,I : ; . � ��� ���� • • • , � •--_�_ -- - . -� '-__ --__--_--__`� ' --___ - / --_ k_ -! -- .-_-_-~ I . � •_ . . ; . - -- ' ' 4 � |-- � ' �-�-- - -�_- . � � _ _- - -_'- . . | . . � . . . � ' -L' � - - '_---��_-- _ _ �' '•'_ __� _ - ' ' � � ' ---� lTr !� ''--r- '--''- . l---�- �--� ' i [ � | � | ' ' � � / i � ! � ' � � 1 ` . ` / � � � ! . PL15-261 8-6-15 t4 Roseburg J2 MAIN 11:07am Ftsrest 1'rrxii:c4s Canrjr�ne 1 of 1 CS Beam 4.12.3.5 kmBeamEnaine 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 rf 11` - / 11 0 0 11 0 0 p o 22 0 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#(189p10 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 respective owne s KAMI L HENDERSON Strong-Tie MANAGER S - 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